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Permit New SFAT 800 Stocks St 2012 CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH FL 32233 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date 8/02/12 Parcel Number 170945 -0010- - Property Address . . 800 STOCKS ST ATLANTIC BEACH FL 32233 Subdivision Name . . . Legal Description . . . Property Zoning . . . TO BE UPDATED Owner BEACHES HABITAT Contractor BEACHES HABITAT 904 241 -1222 Application number . . 11- 00003020 000 000 Description of Work . . SINGLE FAMILY ATTACHED DWELLING Construction type . . . TYPE 5 -A Occupancy type . . . RESIDENTIAL Flood Zone ZONE X Special conditions . 2007 FLORIDA BUILDING CODE WITH 2009 REVISIONS J � Approved Buil i Official VOID UNLESS SIGNED BY BUILDING OFFICIAL CITY OF ATLANTIC BEACH CERTIFICATE OF OCCUPANCY WORKSHEET Date Requested: c2huj'/ 2- Contractor Name: Permit #: �1 c Z- d Property Address: go 6 ST? C 4S Jr Legal Description: c .r Improvements to the above - described property have been completed in accordance with the terms of the permit and are certified to be ready for occupancy as: Single - Family Residence Ai C/jj lS ❑ Commercial ❑ Other: Lowest Floor Elevation: Required As Built FFE The following must be completed before issuing Certificate of Occupancy: Department Date Notified Date Approved Approved By Fire Dept. Public Works I /Z, PA/ Public Utilities CN`. — /til C:r Building /Z At __ Planning Tree Mitigation 1 1//2 sA Satisfied Final Survey with FFE "Yes No All Re- Inspect Fees Paid / T -s No Termite Treatment V Yes No White, Debbie From: Nodine, Phil Sent: Thursday, August 02, 2012 11:46 AM To: White, Debbie; Carper, Rick; Kaluzniak, Donna; Walker, Chris Cc: Jones, Mike; Clemons, Malcolm; Hall, Erika Subject: RE: CO REQUEST FOR 800 STOCKS ST 11 -3020 OK for PW From: White, Debbie Sent: Tuesday, July 31, 2012 3:37 PM To: Carper, Rick; Kaluzniak, Donna; Nodine, Phil; Walker, Chris Cc: Jones, Mike; Clemons, Malcolm; Hall, Erika Subject: RE: CO REQUEST FOR 800 STOCKS ST 11 -3020 Please email your inspections results. Debbie White City of Atlantic Beach Building Department (904) 247 -5826 (904) 247 -5845 FAX From: Graham Shirley Sent: Tuesday, July 31, 2012 1:58 PM To: Carper, Rick; Kaluzniak, Donna; Nodine, Phil; Walker, Chris Cc: Jones, Mike; Clemons, Malcolm; Hall, Erika; White, Debbie Subject: CO REQUEST FOR 800 STOCKS ST 11 -3020 Paul Finley is requesting a CO inspection for 800 Stocks St, 11 -3020, for Thursday August 2nd. Contact # for Paul 334 2278. Shirley Graham Building Department 800 Seminole Rd Atlantic Beach, F132233 904 247 5800 sgrahatn @coab.us 1 White, Debbie From: Clemons, Malcolm Sent: Thursday, August 02, 2012 11:47 AM To: White, Debbie Subject: RE: CO REQUEST FOR 800 STOCKS ST 11 -3020 Backflow Inspection OK. Malcolm From: White, Debbie Sent: Tuesday, July 31, 2012 3:37 PM To: Carper, Rick; Kaluzniak, Donna; Nodine, Phil; Walker, Chris Cc: Jones, Mike; Clemons, Malcolm; Hall, Erika Subject: RE: CO REQUEST FOR 800 STOCKS ST 11 -3020 Please email your inspections results. Debbie White City of Atlantic Beach Building Department (904) 247 -5826 (904) 247 -5845 FAX From: Graham Shirley Sent: Tuesday, July 31, 2012 1:58 PM To: Carper, Rick; Kaluzniak, Donna; Nodine, Phil; Walker, Chris Cc: Jones, Mike; Clemons, Malcolm; Hall, Erika; White, Debbie Subject: CO REQUEST FOR 800 STOCKS ST 11 -3020 Paul Finley is requesting a CO inspection for 800 Stocks St, 11 -3020, for Thursday August 2nd. Contact # for Paul 334 2278. Shirley Graham Building Department 800 Seminole Rd Atlantic Beach, Fl 32233 904 247 5800 sg.rahaan@coab.us 1 White Debbie From: Walker, Chris Sent: Thursday, August 02, 2012 11:49 AM To: White, Debbie Cc: Graham Shirley; Matthews, Carlene Subject: RE: CO REQUEST FOR 800 STOCKS ST 11 -3020 Everything good here! From: White, Debbie Sent: Tuesday, July 31, 2012 3:37 PM To: Carper, Rick; Kaluzniak, Donna; Nodine, Phil; Walker, Chris Cc: Jones, Mike; Clemons, Malcolm; Hall, Erika Subject: RE: CO REQUEST FOR 800 STOCKS ST 11 -3020 Please email your inspections results. Debbie White City of Atlantic Beach Building Department (904) 247 -5826 (904) 247 -5845 FAX From: Iraham Shirley Sent: Tuesday, July 31, 2012 1:58 PM To: Carper, Rick; Kaluzniak, Donna; Nodine, Phil; Walker, Chris Cc: Jon s, Mike; Clemons, Malcolm; Hall, Erika; White, Debbie Subject: CO REQUEST FOR 800 STOCKS ST 11 -3020 Paul Finley is requesting a CO inspection for 800 Stocks St, 11 -3020, for Thursday August 2nd. Contact # for Paul 334 2278. Shirley Graham Building Department 800 Seminole Rd Atlantic Beach, Fl 32233 904 247 5800 sgrah4n@coab.us 1 ko to m r H Vo r E r r w r r r H nro .7 0 x m w CO 0 CO 4. io - r o .0 y ›.000. t7 HM M 7 'd VXJZ0 HM N \ '3' r0m HZ Kro 0 0 0 0 0 0 0 0 0 0 0 0 0 xl h 0 0 Fi p O H r H H H r H H r H H r r r .. C0 v C . r [ ""6' m w i y m . . ,ro• 1 H W W mm mmmNNNm N mmmm VlmmmUlm NN NN Om 'N •• •• •• •• I \ o o o o o o o W W N N r r r r o o o o o 0 0 o oo O O ro I c r r m m r N N N m �� N N N M C mO r�7m H\ \ \\\ \\\\\\\\\\\\\\\\\\ \\ \\ mm 1 0>q 1nr H r H H H H H H H H H H H H H H H H H H H H r r r r HI 0D00 N N N N N N N N N N N N N N N N N N N N N N N mm mm mmo O IP x x W- 00N �••II ou 1r1 i t1 CO, w o m �' n m 3 3>3 ro3 >3b3 >X>X >3 ›M ?+3 z 'Z' 2,'? ' x r q C d0 S�4ro4ro4ro4 'S74 4 4ro ro4roro4 ro4 ro ts1HG] 00@@ 1 0 M z i H H. .. -•� H ro 1 Z H H -, 70 y m ,• M w DJ 'y mN m�i myI mromhim roroDi a *wP1 *m Poo h1 xW 0 030 0Zt73t730H0 03t18 09 0 Vim _• mr 0 ' PI H > M H Z x E ' MI Ct 1 Z > MI CO G r./.1P, 0 h1 Con t'1 I H roHtDro Tiro rtH 0 Ht0ZH qroOro t•1 hi t=0O V r Z ..rox romro Z 0 'Zrooyz rroOroz rozo HH K H ? , : H O O r t 0 H P + m OHMCM CHhirtz rt zH MV 0 M . x 1 0 Ho m 0 r H H H \ H E 0 0 H H z H E H z m m 0 O x n H H H H 3 t \� H O H E z y x x m m 0 0 0 H z z 3 i' m H *1 ��1f y H Di t) Y gg ^L CO CO M n 0 I b z roXbi y y H H S 0 roro 4 m z ro ..0 0 x1 0 H H > m x m m \ 0 x x z m nn to "� E ?� 01 CO H 0 H H En Z z z z z z z m OH r m n 0 m DJ 0 0 m m 0 • :10 0 m 0 0 Cr) 0 K k m z o z 0 r m m r 1 HH 0 0 H k �C O L] Z 0) x m 0 NN CC M 0 m H 0 0 O O tti 1 M z Z d 4H k ! S > z 3 mm x V di ✓ m % o k o O 0 • > 00 H H 0. •P M 01 "— N N 0 0 iP IP N N r H \ \ ■ ■ O o r r r r N N H \ --, mm N N N N H H H H 3 3 0 ti D1 Di y 'y � 0 H H m m .. .. N N m 4 CO 0 01 0 P D N r N N , k ' ' *'' Graham Shirley From: Walker, Chris Sent: Thursday, August 02, 2012 11:49 AM To: White, Debbie Cc: Graham Shirley; Matthews, Carlene Subject: RE: CO REQUEST FOR 800 STOCKS ST 11 -3020 Everything good here! From: White, Debbie Sent: Tuesday, July 31, 2012 3:37 PM To: Carper, Rick; Kaluzniak, Donna; Nodine, Phil; Walker, Chris Cc: Jones, Mike; Clemons, Malcolm; Hall, Erika Subject: RE: CO REQUEST FOR 800 STOCKS ST 11 -3020 Please email your inspections results. Debbie White City ofi Atlantic Beach Building Department (904) X47 -5826 (904) 247 -5845 FAX From: Graham Shirley Sent: Tuesday, July 31, 2012 1:58 PM To: Carper, Rick; Kaluzniak, Donna; Nodine, Phil; Walker, Chris Cc: Jones, Mike; Clemons, Malcolm; Hall, Erika; White, Debbie Subject: CO REQUEST FOR 800 STOCKS ST 11 -3020 Paul Finley is requesting a CO inspection for 800 Stocks St, 11 -3020, for Thursday August 2nd. Contact # for Paul 334 2278. Shirley Graham Building Department 800 Seminole Rd Atlantic Beach, Fl 32233 904 24; 5800 saraham@coab.us 1 Graham Shirley From: ! Hall, Erika Sent: ' Tuesday, July 31, 2012 2:29 PM To: Graham Shirley Subject: RE: CO REQUEST FOR 800 STOCKS ST 11 -3020 No P/Z or tree issues. Erika From: Graham Shirley Sent: Tuesday, July 31, 2012 1:58 PM To: Carper, Rick; Kaluzniak, Donna; Nodine, Phil; Walker, Chris Cc: Jones, Mike; Clemons, Malcolm; Hall, Erika; White, Debbie Subject: CO REQUEST FOR 800 STOCKS ST 11 -3020 Paul Finley is requesting a CO inspection for 800 Stocks St, 11 -3020, for Thursday August 2nd. Contact # for Paul 334 2278. Shirley Graham Building Department 800 Seininole Rd Atlantic Beach, F1 32233 904 247 5800 sgraham@coab.us 1 I \�� \ x CIT OF ATLANTIC B r' -)0. EACH j 0 } 0 800 SEMINOLE ROAD '' w " ATLANTIC BEACH, FL 32233 ` INSPECTION PHONE LINE 247 -5814 Application Number 11- 00003020 Property Address Date 5/04/12 STOCKS Application type description SINGLE FAMILY ATTACHED DWELLING Property Zoning TO BE UPDATED Application valuation . . . 75000 Application desc NEW SINGLE FAMILY ATTACHED Owner Contractor BEACHES HABITAT BEACHES HABITAT 1671 FRANCIS AVE. 1671 FRANCIS AVENUE ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 241 -1222 (904) 241 -1222 Structure Information 000 000 Construction Type TYPE 5 -A Occupancy Type RESIDENTIAL Flood Zone ZONE X Permit MECHANICAL HVAC PERMIT Additional desc . Sub Contractor . FLORIDA AIR SERVICE & ENG.LLC Permit Fee . . . 95.00 Plan Check Fee .00 Issue Date Valuation 0 Expiration Date . . 10/31/12 Special Notes and Comments *2007 FLORIDA BUILDING CODE W/2009 REVISIONS NATIONAL ELECTRIC CODE *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. WINDOW AND DOOR INSPECTION: * INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS Avoid damage to underground water /sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed, call 247 -5834. Full right -of -way restoration, including sod, is required. Roll off container company must be on City approved list and container cannot be placed on City right -of -way. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to start of construction. Other Fees STATE MECH n D � CA SURCHARGE 2.00 Yf "E , PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITA g�E.ac.�tlP( DmA��- z Ng HE FLORIaA 0 0 BUILDING CODES. CITY OF ATLANTIC IC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 «�� INSPECTION PHONE LINE 247 -5814 Application Number Page 2 11- 00003020 Date 5/04/12 Fee summary Charged Paid Credited Due Permit Fee Total 95.00 95.00 Plan Check Total .00 .00 .00 .00 .00 .00 Other Fee Total 4.00 4.00 Grand Total . .00 99.00 99.00 .00 .0 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. MECHANICAL PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 Ph (904) 247 -5826 Fax (904) 247 -5845 JOB ADDRESS: kb 0 ,STpce._ .Si PERMIT # // - id 2d Ali " S&99 4 PROJECT VALUE $ NEW AIR CONDITIONING & HEATING SYSTEM INSTALLATION Air Conditioning: Unit Quantity / Tons Per Unit 2‘ Heat: Unit Quantity BTU's Per Unit Seer Rating / L i e Duct Systems: Total CFM REQUIRED REPLACEMENT AIR CONDITIONING & HEATING SYSTEM INSTALLATION Unit Quantity ARI # Air Conditioning: Q y Tons Per Unit Quantity REQUIRED Heat: Unit Q y BTU's Per Unit Seer Rating Duct Systems: Total CFM REQUIRED FIRE PREVENTION Fire Sprinkler System Quantity (Requires 3 sets of plans) Fire Standpipe Quantity (Requires 3 sets of plans) Underground Fire Main Value (Requires 3 sets of plans) Fire Hose Cabinets Quantity (Requires 3 sets of plans) Commercial Hoods Quantity (Requires 3 sets of plans) Fire Suppression Systems Quantity (Requires 3 sets of plans) FIRE PLACES MISCELLANEOUS: Prefabricated Fireplace Qty Automobile Lifts Gas Piping Outlets Boilers BTU's ALL OTHER GAS PIPING Elevators/Escalators Heat of Outlets Heat Exchanger Pumps # Vented Wall Furnaces Refrigerator Condenser BTU's # Water Heaters Solar Collection Systems Tanks (gallons) Wells OTHER: Permit becomes void if work does not commence within a six month period or work is suspended or abandoned for six months. I hereby certify that I have read this application and know the same to be true and correct. All provisions of laws and ordinances governing this work will be complied with whether specified or not. The permit does not give authority to violate the provisions of any other state or local law regulation construction or the performance of construction. Property Owners Name Phone Number Mechanical Company A M-64 - Office Phone S - c0( Fax '23 -41q,S" Co. Address: / / -f✓c1► ✓ /2-A 30d City Pc 'r (1 6144 State Cr-- Zip ;VI' I yt 010111111 ! License Holder (Pr v.)- L PN H G �GG� � r � Mi 5S 1t14 0. . s , State Certification/Registration # 11 Gi k/3 Q 23 e. Notarized Signatu.e c Lk (dam "( / * : a _ � N: $w e'rn and subscribed . i ore m-, . s #EE 121278 1 7 / day of • Al .9 20 �- `'S ••:;fr .•• ' nature of Notary P ► • ' /J , 94, /c STASE CERTIFIEDTM www.ahridirectory.org Certfficate of Product Ratin • s AHRI Certified Reference Number: 3699497 Date: 5/4/2012 Product: Split System: Heat Pump with Remote Outdoor Unit- Air - Source Outdoor Unit Model Number: 25HBC330(A,W) * *30 Indoor Unit Model Number: FB4CNF030 Manufacturer: CARRIER AIR CONDITIONING Trade /Brand name: BASE 13 PURON HP Manufacturer responsible for the rating of this system combination is CARRIER AIR CONDITIONING Rated as follows in accordance with AHRI Standard 2 10/240 -2008 for Unitary Air- Conditioning and Air- Source Heat Pump Equipment and subject to verification of rating accuracy by AHRI- sponsored, independent, third party testing: Cooling Capacity (Btuh): 30000 EER Rating (Cooling): 11.00 SEER Rating (Cooling): 13.00 Heating Capacity(Btuh) © 47 F: 30000 Region IV HSPF Rating (Heating): 7.70 Heating Capacity(Btuh) @ 17 F: 18300 " Ratings followed by an asterisk ( *) indicate a voluntary rerate of previously published data, unless accompanied with a WAS, which indicates an involuntary rerate. DISCLAIMER AHRI does not endorse the product(s) listed on this Certificate and makes no representations, warranties or guarantees as to, and assumes no responsibility for, the product(s) listed on this Certificate. AHRI expressly disclaims all liability for damages of any kind arising out of the use or performance of the product(s), or the unauthorized alteration of data listed on this Certificate. Certified ratings are valid only for models and configurations listed in the directory at www.ahridirecto o TERMS AND CONDITIONS This Certificate and its contents are proprietary products ry� �� The contents of this Certificate may not, in whole orin part, epodu ed,• copied; disseminat isse i atea entered a computer database; or o otherwise til zed,,iin any reference puoses. form or manner or by any means, except for the user's individual, personal and confidential reference. CERTIFICATE VERIFICATION um The information for the model cited on this certificate can be verified at www A ® click on "Verify Certificate" link and enter the AHRI Certified Reference Number and the date on rlr and Refrigeration institute which the c ertANcate was issued, which is listed above, and the Certificate No., which is listed below. Air Heating, � ©2012 Air - Conditioning, Heating, and Refrigeration Institute CERTIFICATE NO.: 129806294776597764 : ) CITY OF ATLANTIC BEACH ' s 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 ,aie Application Number . . . . . 11- 00003020 Date 1/04/12 Property Address 800 STOCKS ST Application type description SINGLE FAMILY DWELLING ATTACHED Property Zoning TO BE UPDATED Application valuation . . . 75000 Application desc NEW SINGLE FAMILY ATTACHED Owner Contractor BEACHES HABITAT BEACHES HABITAT 1671 FRANCIS AVE. 1671 FRANCIS AVENUE ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 241 -1222 (904) 241 -1222 Structure Information 000 000 Construction Type TYPE 5 -A Occupancy Type RESIDENTIAL Flood Zone ZONE X Permit SINGLE FAMILY ATTACHED NEW Additional desc . Permit Fee . . . 380.00 Plan Check Fee . . 190.00 Issue Date . . . Valuation . . . . 75000 Expiration Date . 7/02/12 Special Notes and Comments *2007 FLORIDA BUILDING CODE W/2009 REVISIONS NATIONA1 ELECTRIC CODE *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS Avoid damage to underground water /sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed, call 247 -5834. Full right -of -way restoration, including sod, is required. Roll off container company must be on City approved list and container cannot be placed on City right -of -way. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to start of construction. Other Fees STATE DCA SURCHARGE 5.70 DEV REVIEW- SINGLE & }T 2- n 50.00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CIT] riF'A N TIC §LPA('il`UR THE FLOR117 00 BUILDING CODES. 5' LamAIV:r ICI r. A ' , #t CITY OF ATLANTIC BEACH r' s) 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 4 ; m 3 0 Page 2 Application Number 11- 00003020 Date 1/04/12 Other Fees STATE DBPR SURCHARGE 5.70 SEWER SDC- SYSTEM DEV CHG 4050.00 UTIL REV RESIDENTIAL BLDG 50.00 WATER CONNECT /METER ONLY 185.00 WATER CROSS CONNECTION 50.00 WATER SDC- SYSTEM DEV CHG 1140.00 Fee summary Charged Paid Credited Due Permit Fee Total 380.00 380.00 .00 .00 Plan Check Total 190.00 190.00 .00 .00 Other Fee Total 5636.40 5636.40 .00 .00 Grand Total 6206.40 6206.40 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. r ." '- �' OF A. BEACH t PUBLIC ITIILMES ver 1208 Sandpiper Lan *, ATLANTIC BRACH, FL Mt) 27843 or ) 2474874 NEW AT TAP REQUEST Date: / - 3 -/ 7 Pntect Addrese: QCa -T 5T-6GC Si No. of Units: Conutunelal Residential V hilal - P`asuly New Water T ) £ itifiderts) __,_ Meter Size(s),„„_,2LL_,___ New Iniipition ° Upgrade Eilaitlag Meter () New Connection to City Sewer ✓ Name: Aprpit City: SIB ,: Phone Nun Cell Number; Emil Addre Fax; Sim: CITY STAWF UM Imo. Apphi 1/ - 3620 Water Sys Mvelopment Charge s1,1 Sewer System Development Charge $ , o Water Meter Only $ _ / I , csv› t Water Air Tap $ 0 crass C 2 O Other S 5 TOTAL gfA` Z S.5 (nose w / APPROVED: 0_, .....r Au t1 N . or A C'ANAP �T MUST 1 APPROVED ' ennuis IMPARTMENT PEES • Tai r i ____ . ___ .. A U U �, CL j :C . , a c9 x • V E O a + w • uarr Q U -. o . R" (i, f Sri.. W a. t .• , CO o 5 v o as 4. rn Z a.) .0 d U Q. 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OQ �ri!ZCc r nr:4g :4 �aUC�v� a N M . 1 . kn VD r--- 00 O. cG — Ni M d' kn vp N 00 0C o ~ N M v �o U 4 d A C a o * — D� o\ M N s O N 4 o, M c\ � s dd w w w w w w W g U H z d a H d w 0 H U W4 i F 5 a a F • a" NI a:, a w 0 � %' #D to x E—" • v) x Hw z o �., 0 F . . 0 �. - -ti _ CA C a' ° a• 6 W F F a v N g d 0 a o a 0 cn a2 0 1 fl a o y W p ct �: w 0 g H W F U (J) - N M d vi S V .- N M 4 vi N 00 C .-, -- C/1 ,� N z w w C o o 0 u r'•" y U ' o t) 713 w gip. 3 cr u. (,) w �' w M up cn 0 W �+ U .0 .4.' N 0 a E . y M 0 C...) -0 o ° . 1—, E ^o N tt 5 .a > U c� .� X .0 F.1 c) 0 W I 1- . = U N ---• .-0 o a N N - `t 0 a U = Fib ' " b ° w , o at 0 U 'o CT 44 0 at s1 0 .o vi Q > 0 ca, w I �; g -a at) E 0 0 • o .� Z Q w W Q= e-, == w o a v' ,_, �o.I $ O I. Q. a , m o a 0 d • i a , o U cd z o U , G, O 2 > S". g to O E 5 E 3 '• CA ao 01 a a. Z � O N = > U 0 at U i O. V O S " . :� 5 N N M Z. +,., y , O D . . ..«; 4r C f. Q = by �O v y 0 U cd ci �- a U N Q W ° U •� •p Q . � _ E o A. 0 U U 1 : 3 Z b U z Z W O .b -o y .. >, Q o • , + 3 O U • i+ at O b.() O o 4 'o U by CI. c) ^o C Q , C ao ° o o U O r � 11 75 a 5 City of Atlantic Beach APPLICATION NUMBER r i , \ , Building Department (To be assigned by the Building Department.) - \� 800 Seminole Road /1 2 7y ,-, Atlantic Beach, Florida 32233 -5445 1/\ �/ " a d Z d Phone (904) 247 -5826 • Fax (904) 247 -5845 6 E -mail: building- dept @coab.us Date routed: / //9//1 City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property 1 Address: Q 6 . c, . S-7 li - : - 4, ent review required Yes No Applicant: £'GE..C/7 CS J (Zarin g & inistrator Project: O� ?-7 ! , i , C/, F Pu blic / is Utilities lic Safety Fire Services Review fee $ 5'L Dept Signatur ,,.- Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By (:), Florida Dept. of Environmental Protection ,,._. Florida Dept. of Transportation ,■ St. Johns River Water Management District ' c= Army Corps of Engineers ca Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco ti;, Other: 4 APPLICATION STATUS Reviewing Department First Review: cRIApproved. DDenied. (Circle one.) Comments: BUILDING PLANNING & ZONING /- /� Reviewed by: Date:-47.--- THE DMIN. Second Review: ['Approved as revised. ['Denied. • a /d • WORKS l omments: : LIC UTILITIES ? -/Z PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: Approved as revised. Denied. Comments: Reviewed by: Date: Revised 05/14/09 ri City of Atlantic Beach v APPLICATION NUMBER � Building Department 2 (To be assigned by the Building Department.) r j ',- 800 Seminole Road 5 „ j ii r Atlantic Beach, Florida 32233 -5445 // - J 4 z Phone (904) 247 -5826 • Fax (904) 247 -5845 .._� Email: building-dept@coab.us Date routed: / City web site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 0 6 CZ.S c7 L_ , ent review required CM o Frelliffilll Applicant: e(G1.Ch tS j - 4 i 4 •annin• & •_.::.• a►: • inistrator _- Project: e r ! ,. ,� eAgis Public _ Fire Services Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: roved. ['Denied. (Circle one.) Comments: BUILDIN p PLANNING & ZONING Reviewed by: n'? , Date: to c} // TREE ADMIN. Second Review: Approved as revised. ❑D flied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ❑Approved as revised. ❑Denied. Comments: I Reviewed by: Date: Revised 05/14/09 PLANNING & ZONING DEPARTMENT ±.., - PLAN REVIEW CHECKLIST` APPLICANT BEACHES HABITAT PROJECT LOCATION 800 STOCKS STREET City of Atlantic Beach CONTRACTOR /OWNER BEACHES HABITAT1 BEACHES HABITAT 800 Seminole Road Atlantic Beach, FL 32233 JX NEW SINGLE - FAMILY r" SIGN PERMIT (P) 904.247.5826 904.247.5845 E NEW TWO- OR MULTI - FAMILY I FENCE OR POOL PERMIT (F) www.co w.coab.us .us E REMODEL OR ADDITION r" LANDSCAPE PLAN E NEW COMMERCIAL J OTHER SFAT 11 00003020 Application Number NOTES: PROPOSED TWO (2) STRUCTURES ON PARCEL, EACH CONTAINING TWO (2) SINGLE- FAMILY ATTACHED DWELLING UNITS. LOT 2 SETBACKS = 27' F, 43' R, C17.5' S; LOT 2 IMPERVIOUS SURFACE AREA = 25.6%; LOTjPARKING = MIN 2. -- COMPLIES WITH: COMPREHENSIVE PLAN DESIGNATION? 15 YES r NO RM ZONING DISTRICT DESIGNATION? r YES r NO RG REQUIRED SETBACKS? r YES r NO 27'F / 43'R / C17'S MAXIMUM HEIGHT? YES r" NO <35' MAXIMUM IMPERVIOUS AREA? r YES NO <50% (25.6 %) REQUIRED PARKING? r YES r NO MIN 2 # SPACES SIGN PERMIT CHECKLIST FREESTANDING HEIGHT OF SIGN DIMENSIONS SQUARE FOOTAGE ILLUMINATION DISTANCE FROM PROPERTY LINE(S) I FASCIA (WALL) NUMBER OF SIGNS ILLUMINATION METHOD OF MOUNTING OTHER LANDSCAPE PLAN REQUIRED n YES IX NO REVIEWED BY: ERIKA HALL, PRINCIPAL PLANNER DATE REVIEWED 12/19/2011 COMMENTS PROVIDED TO APPLICANT: r YES r NO DATE PROVIDED APPLICATION APPROVED Jx YES r` NO DATE APPROVED /19/2011 Version 2.28.2007 .5 >JVr City of Atlantic Beach APPLICATION NUMBER i 4 �a } Building Department (To be assigned by the Building Department.) r »� : 800 Seminole Road \c/ /f - d Z d \ - s?•' " u >v r Atlantic Beach, Florida 32233 -5445 �o/ Phone (904) 247 -5826 • Fax (904) 247 -5845 Date routed: �L /�9 / �� • `o ,,,i E -mail: building- dept @coab.us J City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: d 6 Cis c T , ent review required Yes No Mr' MI-)1..11111111111111111111111111.11111111 MI Applicant: * tie A e / 79. i 4 'tannin• & •_�..:._ MM - : • inistrator a Project: i� / / im e,4 JS Public • t y • - blic Safety == Fire Services Review fee $ ,. co `_ Dept Signature 1 /( Review or Receipt Date Other Agency Review or Permit Required of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: KApproved. ['Denied. (Circle one.) Comments: BUILDING / / ANNING & ZONI Reviewed by: ghtle4U Date: (Z / 19 /�i __ ADMIN. Second Review: approved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: (Approved as revised. (Denied. Comments: Reviewed by: Date: Revised 05/14/09 Cc■ ‘,/ / City of Atlantic Beach APPLICATION NUMBER 'j t , Building Department � w (To be assigned by the Building Department.) 800 Seminole Road b y /J - J c z d , Atlantic Beach, Florida 32233 -5445 Phone (904) 247 5826 Fax (904) 247 5845 Date routed: /2-//9/11 •. 0,.1� E -mail: building- dept @coab.us City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: fO 6 CX s GC-7" dC ' ent review required Yes No p Y r Applicant: *tiches / x/-)76, -- )4 f 4 'lannin. & ..:: 1..1 inistrator Project: � r A � / 4-7179 eAF 6 r- Public • ►._ .: I Fire Services Review fee $ /' Dept Signature Review or Receipt Date (11 — \ Other Agency Review or Permit Required of Permit Verified By c Florida Dept. of Environmental Protection t c Florida Dept. of Transportation St. Johns River Water Management District i ' tm Q Army Corps of Engineers 7, Division of Hotels and Restaurants . Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. EDenied. (Circle one.) Comments: �� BUILDING r PLANNING & ZONING Reviewed by: Date: /2Z� // TREE ADMIN. Second Review: ['Approved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: nApproved as revised. (Denied. Comments: Reviewed by: Date: Revised 05/14/09 BUILDING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Road, Atlantic Beach, FL 32233 Office (904) 247 -5826 Fax (904) 247 -5845 lob Address: 1600 5'i fJGt<S Ss Permit Number: //— 3 G�d .egal Description 2 f2 ) S sC C - ?') Parcel # -� O �k2- Floor Work he ted /cooled ) 2- non-heated/cooled 7aluation of Work $ 7 , Proposed '�Z non - heated /cooled :lass of Work (circle one): Addition Alteration Repair Move Demolition pool/spa window /door Ise of existing /proposed structure(s) (circle one): Commercial Ke f an existing structure, is a fire sprinkler system installed? (Circle one): Yes ( to) N /A F lorida Product Approval # 'or multiple products use product approval form )escribe in detail the type of work to be performed: �'' 3 br' r A - 442.2p 51: , �1 t . - : k-�.., _ 5_->r— 7tc 5 'roperty Owner Information: fame: �c +e ►IT � 4 Address: / 7/ ity 4 /e wf ,'L ,. , ,Q State F4. Zip ..323 3 Phone q Y Zy1/ — -Mail or Fax # (Optional) ontractor Information: ompany Name: �t-s )�c�L , 3u.� � 1< «.-� --5 � , Qualifying ent: ddress: /10.1) � 1 ret- A ✓� City' }!. - State Fi- Zip 3 2-2 -,73 ffice Phone ''4 - /2 2. Job Site / Contact Number _ 33-sr Fax # zy) —.ylj tate Certification/Registration # rchitect Name & Phone # ngineer's Name & Phone # _ 16�'. i „. 2/ :,e Simple Title Holder Name and Address " ' - onding Company Name and Address ! [ortgage Lender Name and Address )plication is hereby made to obtain a permit to do the work and installations as indicated. I certify that no won — ...,,,• „ •r r•nrur •,�%r - • . 4 - the nuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in n, • . •ermi ecomes null ,d void if work is not commenced within six (6) months, or if construction or work is suspended or abandoned for a period of six (6) months at any time after )rk is commenced. I understand that separate permits must be secured for ElectricarWork, Plumbing, Signs, Wells, Pools, Furnaces, Boilers, Heaters, inks and Air Conditioners, etc. 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. ereby certify that I have read and examined this a plication and know the same to be true and correct. All provisions of laws and ordinances governing this )e of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the ovisions of any other federal, state, or local law regulating construction or the performance of construction. gnature of Owner �� Signature of Contractor /-1. 2Q . int Name C� u1 Print Name von1A and subs ribed before me Sworn to and subscribed before me is 1 Day of — —,4141 • this I '19,A Day of be r {fit, , 20 1 1 � i ` "�e� JOYCE M. FREEMAN a T / iP -,�, , • . . • • • • . / 4 a- ' 4 .• ` �, ►Rr'`,• „ JOYCE M. FREEMAN ors i r •/ ../ t. �� \Y� , ' , p�[lC Iraq, Pub is ?N �1 My Comm. Expires Jun 10, 2013 I a ry l ic I Notary Public - State of Florida % + '� Commission # DD 897794 i 's i My Cgmm �ires u 10, 2013 I Bkii '• ''�'Fa FF c K� s A� D 14 7794 t Beaches tW Habitat for Humanity® December 16, 2011 U �� Mr. Mike Jones EC 1 9 2011 Building Inspector City of Atlantic Beach 800 Seminole Rd. Atlantic Beach, FL 32233 Mike, Attached are the following materials in support of Beaches Habitat application for building permits for 790 & 800 Stocks Street (attached single family homes): 1) One (1) copy of the Building Permit Application for each address 2) Two (2) copies of floor truss plans 3) Two (2) copies of roof truss plans 4) Two (2) copies of HVAC Energy Sheets for each address 5) Two (2) copies of the Florida Product Approval form for each address 6) One (1) copy of recorded Notice of Commencement 7) One (1) copy of letter to Ms Kaluzniak regarding fire sprinkler & irrigation systems. 8) Five (5) copies of the Construction Management Plan 9) Two (2) copies of architectural plans 10) Two (2) copies of structural engineering plans 11) Five (5) copies of civil engineering plans Please let me know if any additional information is required. Thank you, Sincerely, / 2- ` 4/1" Y L: 5 Paul Finley Construction Manager 904.334.2278 r*""lewgureglime""ai attachments L E Co 1 L + r.:,;+�+. 1671 Francis Avenue, Atlantic Beach, FL 32233 • Office: (904) 241 -1222 • Fax: (904) 241 -4310 www.beacheshabitat.org FORM 11 00A -08 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Performance Method A Project Name: Habitat Beaches 2 Stry 3 Bd w storage Builder Name: Habitat For Humanity,Jacksonvi Street: c? •J 7br%jt 5 ;r - Permit Office: %%' %tiA' A> ) t: .-4c.24- City, State, Zip: t' - 'E r•_ 37...Z__?3 Permit Number: Owner: Habitat For Humanity,Jacksonville Beach Jurisdiction: 261300 Design Location: FL, Jacksonville 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Multi- family a. Frame - Wood, Exterior R =11.0 1140.00 ft' 3. Number of units, if multiple family 1 b. N/A R= f c. N/A R= ft' 4. Number of Bedrooms 3 d. N/A R= ft' 5. Is this a worst case? Yes 10. Ceiling Types Insulation Area 6. Conditioned floor area (ft') 1242 a. Under Attic (Vented) R =30.0 660.75 ft' 7. Windows Description Area b. N/A R= ft2 a. U- Factor: Dbl, U =0.47 113.80 ft' c. N/A R= ft' SHGC: SHGC =0.41 11. Ducts b. U- Factor: N/A f a. Sup: Attic Ret: Interior AH: Interior Sup. R= 6, 243.4 ft SHGC: 12. Cooling systems c. U- Factor: N/A ft' a. Central Unit Cap: 24.0 kBtu /hr SHGC: d. U- Factor: N/A ft' SEER: 14 SHGC: 13. Heating systems a. Electric Heat Pump Cap: 24.0 kBtu /hr e. U- Factor: N/A ft' p: SHGC: HSPF: 8 14. Hot water systems 8. Floor Types Insulation Area a. Electric a. Slab -On -Grade Edge Insulation R =0.0 630.00 ft Cap: 40 gallons b. Floor over Garage R =19.0 20.00 ft' b. Conservation features EF: 0.92 c. N/A R= ft None 15. Credits Pstat Glass /Floor Area: 0.092 Total As -Built Modified Loads: 24.35 PASS Total Baseline Loads: 31.78 I hereby certify that the plans and specifications covered by Review of the plans and M .. 81.1.E Sr this calculation are in compliance with the Florida Energy specifications covered by this :, ; . -- ...0 Code. bA!a c--r' 'vb calculation indicates compliance `. with the Florida Energy Code. :, ,, ,, , , "� 1 ' y: _.,...._. .. - 4 PREPARED B Before construction is completed 1 -1 ' ' .�; DATE: 1� 01 this building will be inspected for 1 A, compliance with Section 553.908 - -P I hereby certify that this building, as designed, is r ip compliance Florida Statutes. � :;,, f _ ` ; S , with the Florida Energy Code. 534-A----) ` 7-- -f..� ':,,CAD W ' QS,I� , � OWNER /AGENT: - BUILDING OFFICIAL: - / 9 _ __ DATE: . - - -) 2-)- -4 1 t DATE - (2--'02 k j( L ! ILE ` 11/4/2009 10:56 AM EnergyGauge® USA - FlaRes2008 Page 1 of 5 Building Input Summary Report PROJECT Title: Habitat Beaches 2 Stry 3 Bd Bedrooms: 3 Adress Type: Street Address Building Type: User Bathrooms: 2.5 Lot # L4 J3)a L l s---1,.., Owner: Habitat For Humanity,Jackson Conditioned Area: 1242 SubDivision: 5 L r >.>„.y ), # of Units: 1 Total Stories: 2 PlatBook: Builder Name: Habitat For Humanity,Jackson Worst Case: Yes Street: ( 5Pcacs 5,1 4_61 Sr Permit Office: Jacksonville Rotate Angle: 270 County: Duval Jurisdiction: 261300 Cross Ventilation: City, State, Zip: /3'• -ems 8e 4Z)7 Family Type: Multi- family Whole House Fan: FL , 3 z 2 3 . 3 New /Existing: New (From Plans) Comment: CLIMATE Design Design Temp Int Design Temp Heating Design Daily Temp Location Tmy Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Jacksonville FL_JACKSONVILLE_INTL_ARPT 32 93 70 75 1281 49 Medium UTILITY RATES Fuel Unit Utility Name Monthly Fixed Cost $ /Unit Electricity kWh Jacksonville Electric Authority 0 0.07 Natural Gas Therm Florida Average 0 1.72 Fuel Oil Gallon Florida Default 0 1.1 Propane Gallon Florida Default 0 1.4 SURROUNDINGS Shade Trees Adjacent Buildings Ornt Type Height Width Distance Exist Height Width Distance N None Oft Oft Oft Oft Oft Oft NE None Oft Oft Oft Oft Oft Oft E None Oft Oft Oft Oft Oft Oft SE None Oft Oft Oft Oft Oft Oft S None Oft Oft Oft Oft Oft Oft SW None Oft Oft Oft Oft Oft Oft W None Oft Oft Oft Oft Oft Oft NW None Oft Oft Oft Oft Oft Oft FLOORS # Floor Type Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Slab -On -Grade Edge insulatio 66 ft 0 630 ft 0 0 1 2 Floor over Garage 19 20 ft 0 0 1 ROOF Roof Gable Roof Solar Deck # Type Materials Area Area Color Absor. Tested tnsul. Pitch 9- -- 1 Gable or shed Composition shingles 664 ft' 104 ft' Dark 0.92 No 0 18.4 de ATTIC # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 630 ft Y N 11/4/2009 10:57 AM EnergyGauge ® / USRRPB v2.8 Page 1 of 4 Building Input Summary Report CEILING # Ceiling Type R -Value Area Framing Fraction Truss Type 1 Under Attic (Vented) 30 660.75 ft' 0.11 Wood WALLS Wall orientation below is as entered. Actual orientation is modified by rotate angle shown in "Project" section above. Adjacent Cavity Width Height Sheathing Framing Solar # Ornt To Wall Type R -Value Ft In Ft In Area R -Value Fraction Absor. 1 N Exterior Frame - Wood 11 40.5 0 8 0 324 ft' 0 0.23 0.8 2 W Exterior Frame - Wood 11 60 0 8 0 480 ft' 0 0.23 0.8 3 S Exterior Frame - Wood 11 40 0 8 0 320 ft' 0 0.23 0.8 4 E Exterior Frame - Wood 11 2 0 8 0 16 ft' 0 0.23 0.8 DOORS Width Height # Ornt Door Type Storms U -Value Ft In Ft In Area 1 Wood None 0.39 3 0 6.75 0 20.25 ft' 2 S Wood None 0.39 3 0 6.7 0 20.1 ft' WINDOWS Overhang # Ornt Frame Panes NFRC U- Factor SHGC Storm Area Depth Separation Interior Shade Screening 1 Vinyl Low -E Double Yes 0.47 0.41 N 9 ft' 1.5 ft 0 in 11 ft 0 in None None 2 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 11 ft 0 in None None 3 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft 1.5 ft 0 in 11 ft 0 in None None 4 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 2 ft 0 in 1 ft 0 in None None 5 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 1 ft 0 in None None 6 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 1 ft 0 in None None 7 Vinyl Low -E Double Yes 0.47 0.41 N 6 ft' 1.5 ft 0 in 1 ft 0 in None None 8 N Vinyl Low -E Double Yes 0.47 0.41 N 20.8 ft' 1.5 ft 0 in 1 ft 0 in None None INFILTRATION & VENTING -- Forced Ventilation - - -- Terrain/Wind Method SLA CFM 50 ELA EqLA ACH ACH 50 Supply Exhaust Run Time Shielding Best Guess 0.00050 1629 89.4 168.2 0.474 9.84 0 0 0 Suburban / Suburban GARAGE # Floor Area Roof Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft' 361 ft' 64 ft 8 ft (invalid) MASS Mass Type Area Thickness Furniture Fraction No Added Mass 0 ft' 0 ft 0.3 11/4/2009 10:57 AM EnergyGauge® / USRRPB v2.8 Page 2 of 4 Building Input Summary Report COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ductless 1 Central Unit None SEER: 14 24 kBtu /hr 720 cfm 0.75 False HEATING SYSTEM # System Type Subtype Efficiency Capacity Ductless 1 Electric Heat Pump None HSPF: 8 24 kBtu /hr False HOT WATER SYSTEM # System Type EF Cap Use SetPnt Credits - ---- - - - - -- Electric 0.92 40 gal 60 gal 120 deg None SOLAR HOT WATER Collector Surface Absorp. Trans Tank Tank Tank Heat PV Pump Collector Type Tilt Azimuth Area Loss Coef. Prod. Corr. Volume U -Value Surf Area Exch Eff Pumped Energy DUCTS - - -- Supply ---- - - -- Return - - -- Air Percent # Location R -Value Area Location Area Number Leakage Type Handler CFM 25 Leakage QN RLF 1 Attic 6 243.4 ft Interior 60.85 ft 1 Default Leakage Interior TEMPERATURES Programable Thermostat: Y Ceiling Fans: N Cooling X J F X M X A X Ma X J X Jul Au X Se X O X N X D Heating f X Jan an X f X� Feb eb [ Xi Mar ar EXi Apr r [X1 May f Xj un Jun f Xi Jul f X i Au f Xi Sep f X Oct ct X Nov ov f X Dec Venting [X Jan [X Feb X Mar [X Ar [X May X Jun X Jul X Aug X Sep [X Oct X Nov [X Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/4/2009 10:57 AM EnergyGauge® / USRRPB v2.8 Page 3 of 4 Building Input Summary Report APPLIANCES & LIGHTING Appliance Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Ceiling Fans (Summer) AM 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.33 0.33 0.33 0.33 0.33 % Released: 100 PM 0.33 0.33 0.33 0.33 0.33 1 0.9 0.9 0.9 0.9 0.9 0.65 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Clothes Washer AM 0.105 0.081 0.047 0.047 0.081 0.128 0.256 0.57 0.849 1 0.977 0.872 % Released: 60 PM 0.779 0.698 0.605 0.57 0.581 0.57 0.57 0.57 0.57 0.488 0.43 0.198 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Dishwasher AM 0.139 0.05 0.028 0.024 0.029 0.09 0.169 0.303 0.541 0.594 0.502 0.443 % Released: 60 PM 0.377 0.396 0.335 0.323 0.344 0.448 0.791 1 0.8 0.597 0.383 0.281 Annual Use: 145 kWh/Yr Peak Value: 44 Watts Dryer AM 0.2 0.1 0.05 0.05 0.05 0.075 0.2 0.375 0.5 0.8 0.95 1 % Released: 10 PM 0.875 0.85 0.8 0.625 0.625 0.6 0.575 0.55 0.625 0.7 0.65 0.375 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Lighting AM 0.16 0.15 0.16 0.18 0.23 0.45 0.4 0.26 0.19 0.16 0.12 0.11 Released: 90 PM 0.16 0.17 0.25 0.27 0.34 0.55 0.55 0.88 1 0.86 0.51 0.28 Annual Use 1429 kWh/Yr Peak Value: 467 Watts Miscellaneous AM 0.48 0.47 0.47 0.47 0.47 0.47 0.64 0.71 0.67 0.61 0.55 0.53 % Released: 90 PM 0.52 0.5 0.5 0.5 0.59 0.73 0.79 0.99 1 0.96 0.77 0.55 Annual Use 1252 kWh/Yr Peak Value: 230 Watts Pool Pump AM 0 0 0 0 0 0 0 0 0 1 1 1 % Released: 0 PM 1 1 1 1 0 0 0 0 0 0 0 0 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Range AM 0.057 0.057 0.057 0.057 0.057 0.114 0.171 0.286 0.343 0.343 0.343 0.4 % Released: 100 PM 0.457 0.343 0.286 0.4 0.571 1 0.857 0.429 0.286 0.229 0.171 0.114 Annual Use: 447 kWh/Yr Peak Value: 165 Watts Refrigeration AM 0.85 0.78 0.75 0.73 0.73 0.73 0.75 0.75 0.8 0.8 0.8 0.8 % Released: 100 PM 0.88 0.85 0.85 0.83 0.88 0.95 1 0.98 0.95 0.93 0.9 0.85 Annual Use: 775 kWh/Yr Peak Value: 106 Watts Well Pump AM 0.05 0.05 0.05 0.05 0.05 0.05 0.1 0.1 0.1 0.1 0.1 0.1 % Released: 0 PM 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Annual Use: 0 kWh/Yr Peak Value: 0 Watts 11/4/2009 10:57 AM EnergyGauge® / USRRPB v2.8 Page 4 of 4 PROJECT Title: Habitat Beaches 2 Stry 3 Bd Bedrooms: 3 Adress Type: Street Address Building Type: FLAsBuilt Bathrooms: 2.5 Lot # /„p4 9 11).:-." cl- /s' Owner: Habitat For Humanity,Jackson Conditioned Area: 1242 SubDivision: ,S e--(._;T, c; :4,i 4) # of Units: 1 Total Stories: 2 PlatBook: Builder Name: Habitat For Humanity,Jackson Worst Case: Yes Street: 5 5 L. .5 Permit Office: Jacksonville Rotate Angle: 270 County: Duval Jurisdiction: 261300 Cross Ventilation: City, State, Zip: #3 ; a; � � 7 .W )1.-- Family Type: Multi- family Whole House Fan: 3 1L33 New /Existing: New (From Plans) Comment: CLIMATE / IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Jacksonville FL_ JACKSONVILLE _INT 2 32 93 75 70 1281 49 Medium FLOORS V # Floor Type Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 66 ft 0 630 ft' 0 0 1 2 Floor over Garage 20 ft' 19 0 0 1 ROOF V / Roof Gable Roof Solar Deck # Type Materials Area Area Color Absor. Tested Insul. Pitch 1 Gable or shed Composition shingles 664 ft 104 ft' Dark 0.96 No 0 18.4 deg ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 630 ft' Y N CEILING # Ceiling Type R -Value Area Framing Frac Truss Type 1 Under Attic (Vented) 30 660.75 ft' 0.11 Wood WALLS Framing Solar # Ornt Adjacent To Wall Type Cavity Sheathing R -Value Area R -Value Fraction Absor. 1 N Exterior Frame - Wood 11 324 ft' 0 0.23 0.8 2 W Exterior Frame - Wood 11 480 ft 0 0.23 0.8 3 S Exterior Frame - Wood 11 320 ft' 0 0.23 0.8 4 E Exterior Frame - Wood 11 16 ft' 0 0.23 0.8 • DOORS # Ornt Door Type Storms U -Value Area 1 N Wood None 0.39 20.25 ft' 2 S Wood None 0.39 20.1 ft' WINDOWS Window orientation below is as entered. Actual orientation is modified by rotate angle shown in "Project" section above. / Overhang V # Ornt Frame Panes NFRC U- Factor SHGC Storms Area Depth Separation Int Shade Screening _ 1 N Vinyl Low -E Double Yes 0.47 0.41 N 9 ft' 1.5 ft 0 in 11 ft 0 in HERS 2006 None 2 W Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 11 ft 0 in HERS 2006 None 3 W Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 11 ft 0 in HERS 2006 None 4 S Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 2 ft 0 in 1 ft 0 in HERS 2006 None 5 S Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 1 ft 0 in HERS 2006 None 6 S Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 1 ft 0 in HERS 2006 None 7 W Vinyl Low -E Double Yes 0.47 0.41 N 6 ft' 1.5 ft 0 in 1 ft 0 in HERS 2006 None 8 N Vinyl Low -E Double Yes 0.47 0.41 N 20.8 ft' 1.5 ft 0 in 1 ft 0 in HERS 2006 None INFILTRATION & VENTING V - - -- Forced Ventilation - -- Run Time Fan Method SLA CFM 50 ACH 50 ELA EqLA Supply CFM Exhaust CFM Fraction Watts Default 0.00036 1173 7.08 64.4 121.1 0 cfm 0 cfm 0 0 GARAGE # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft' 361 ft' 64 ft 8 ft (invalid) COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ductless _ 1 Central Unit None SEER: 14 24 kBtu /hr 720 cfm 0.75 False HEATING SYSTEM V # System Type Subtype Efficiency Capacity Ductless 1 Electric Heat Pump None HSPF: 8 24 kBtu /hr False HOT WATER SYSTEM V # System Type EF Cap Use SetPnt Conservation 1 Electric 0.92 40 gal 60 gal 120 deg None FORM 1100A -08 Code Compliance Cheklist Residential Whole Building Performance Method A - Details ADDRESS: . cc, '5 - -c;) -- PERMIT #: fl r_434i r c Yc.4�.; , FL, 3 Z Z- 3 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors N1106.AB.1.1 Maximum: .3 cfm /sq.ft. window area; .5 cfm /sq.ft_ door area. Exterior & Adjacent Walls N1106.AB.1.2.1 Caulk, gasket, weatherstrip or seal between: windows /doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top /bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors 1 N1106.AB.1.2.2 f Penetrations /openings > 1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings N1106.AB.1.2.3 Between walls & ceilings; penetrations of ceiling plane to top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures N1106.AB.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC with < 2.0 cfm from conditioned space, tested. Multi- story__Houses N1106.AB.1.2 5 L Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts N1106.AB.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS j SECTION REQUIREMENTS CHECK Water Heaters N1112.AB.3 Comply with efficiency requirements in Table N112.ABC.3. Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built -in heat trap_reguired. Swimming Pools & Spas N1112.AB.2.3 Spas & heated pools must have covers (except solar heated). Non- commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 %. Heat pump pool heaters shall have a minimum COP of 4.0. Shower heads N1112.AB.2.4 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems N1110.AB All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated and installed in accordance with the criteria of Section N1110.AB. Ducts in unconditioned attics: R -6 min. insulation. HVAC Controls N1107.AB.2 Separate readily accessible manual or automatic thermostat for each system. Insulation N1104.AB.1 Ceilings -Min. R -19. Common walls -frame R -11 or CBS R -3 both N1102.B.1.1 sides. Common ceiling & floors R -11. • SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS / - -- Supply - - -- Return - - -- Air Percent V # Location R -Value Area Location Area Leakage Type Handler CFM 25 Leakage ON RLF 1 Attic 6 243.4 ft Interior 60.85 ft Default Leakage Interior TEMPERATURES Programable Thermostat: Y Ceiling Fans: N Cooling [X] Jan [X) Feb [X] M [X] Zr ] May [Xj Jun [X] Jul [X] Aug [X] Sep [X] Oct [X N [X] D Heating X Jan X Feb X Mar ar X Apr X May X Jun X Jul X Aug X Sep X Oct X Nov ov X Dec Venting X Jan X Feb X Mar X Apr X May X Jun X Jul X Aug X Sep X Oct X Nov X Dec Thermostat Schedule HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD e r ESTIMATED ENERGY PERFORMANCE INDEX* = 77 The lower the EnergyPerformance Index, the more efficient the home. /) 1-L4- .%7; c; , FL, ? -E-2. i e r, (-14 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Multi- family a. Frame - Wood, Exterior R =11.0 1140.00 ft' b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4 Number of Bedrooms 3 d. N/A R= ft 5. Is this a worst case? Yes 10. Ceiling Types Insulation Area 6. Conditioned floor area (ft') 1242 a. Under Attic (Vented) R =30.0 660.75 ft' b. N/A R= ft' 7. Windows'" Description Area c. N/A R= ft' a. U- Factor: Dbl, U =0.47 113.80 ft SHGC: SHGC =0.41 11. Ducts b. U- Factor: N/A ft' a. Sup: Attic Ret: Interior AH: Interior Sup. R= 6, 243.4 ft SHGC: 12. Cooling systems c. U- Factor: N/A ft2 a. Central Unit Cap: 24.0 kBtu /hr SHGC: SEER: 14 d. U- Factor: N/A ft' 13. Heating systems SHGC: a. Electric Heat Pump Cap: 24.0 kBtu /hr e. U- Factor: N/A ft2 SHGC: HSPF: 8 14. Hot water systems 8. Floor Types Insulation Area a. Electric a. Slab -On -Grade Edge Insulation R =0.0 630.00 ft' Cap: 40 gallons EF: 0.92 b. Floor over Garage R =19.0 20.00 ft' b. Conservation features c. N/A R= ft' None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building . �•�• :. Construction through the above energy saving features which will be installed (or exceeded) _.• ti O4 . x � STATFO in this home before final inspection. Otherwise, a new EPL Display Card will be completed ` 4 ,7./ � ` c , :4' h based on installed Code compliant features. A,, ..,,,,Ndn.,,° ::;:.''; gy p' Builder Signature: /2... -p_ Date l z hi /, _ a : Address of New Home: pVc7 5 G > >-- City /FL Zip: A�n,e c . , \i ' h� _' . *Note: The home's estimated Energy Performance Index is only available through the EnergyGauge USA - FlaRes2008 computer program. This is not a Building Energy Rating. If your Index is below 100, your home may qualify for incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at (321) 638 -1492 or see the Energy Gauge web site at energygauge.com for information and a list of certified Raters. For information about Florida's Energy Efficiency Code for Building Construction, contact the Department of Community Affairs at (850) 487 -1824. * *Label required by Section 13- 104.4.5 of the Florida Building Code, Building, or Section B2.1.1 of Appendix G of the Florida Building Code, Residential, if not DEFAULT. EnergyGauge® USA - FlaRes2008 Habitat For Humanity, Beaches 1242 Sf HVAC Load Calculations for Habitat For Humanity,Jacksonville Beach 1671 Frances Ave Atlantic Beach, FI. 32233 \ I I \ RESIDENTIAL AND LIGHT COMMERCIAL HVAC LOADS Prepared By: Jim Williams Home Energy Services 2080 Davis Rd. Jacksonville, FI. 32218 904 757 -3569 Wednesday, November 04, 2009 Home Ene Residential Service Light Commercial HVAC Loads Habita S a B ea c hes 1242 Sf Jacksonville, FL 32218 Page 2 � Project Report General Project Information Project Title: Habitat For Humanity, Beaches 1242 Sf Designed By: Jim Williams Project Date: Tuesday, June 23, 2009 Project Comment: This equipment can be replaced in name or by equal or greater SEER or HSFP as stated on the FL. Energy Code Client Name: Habitat For Humanity,Jacksonville Beach Client Address: 1671 Frances Ave Client City: Atlantic Beach, FI. 32233 Client Phone: 241 -1222 Client Fax: 241 -4310 Company Name: Home Energy Services Company Representative: Jim Williams Company Address: 2080 Davis Rd. Company City: Jacksonville, FI. 32218 Company Phone: 904 757 -3569 Company Fax: 904 757 -7104 Company E -Mail Address: jimwilliams @homebuildingstore.com Company Website: homebuildingstore.com Company Comment: Design e — - -- — ' Data Reference City: Jacksonville, Florida Building Orientation: Front door faces South Daily Temperature Range: Medium Latitude: 30 Degrees Elevation: 26 ft. Altitude Factor: 0.999 Elevation Sensible Adj. Factor: 1.000 Elevation Total Adj. Factor: 1.000 Elevation Heating Adj. Factor: 1.000 Elevation Heating Adj. Factor: 1.000 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference • Winter: 32 29.92 80% n/a 72 n/a • Summer: 94 77 47% 50% 75 , 48 ICheck Figures _ __ Total Building Supply CFM: 753 CFM Per Square ft.: 0.606 Square ft. of Room Area: 1,242 Square ft. Per Ton: 658 Volume (ft of Cond. Space: 9,932 Building Loads Total Heating Required Including Ventilation Air: 17,431 Btuh 17.431 MBH Total Sensible Gain: 16,544 Btuh 84 Total Latent Gain: 3,192 Btuh 16 % Total Cooling Required Including Ventilation Air: 19,736 Btuh 1.64 Tons (Based On Sensible + Latent) 1.89 Tons (Based On 73% Sensible Capacity) Notes Calculations are based on 8th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. Rhvac Residential 8 Light Commercial HVAC Loads Home Energy Services Elite Software Development, Inc. I Jacksonville, FL 32218 Habitat For Humanity, Beaches 1242 Sf — — — Pa e 3 ! Miscellaneous Report — S stem 1 Whole House — Y Outdoor Outdoor Outdoor Indoor Indoor Grains Input Data Dry B 32 Wet Bulb ReLHu ReLHum Dry Bulb Difference Winter: 29.92 80% n/a 72 n/a li Summer: 94 77 47% 50% 75 48.06 - . p Duct Sizing Inputs _ _ __ _ _ -- Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.01000 0.01000 Pressure Drop: 0.1000 in.wg. /100 ft. 0.1000 in.wg. /100 ft. Minimum Velocity: 550 ft. /min 450 ft. /min Maximum Velocity: 600 ft. /min 750 ft. /min Minimum Height: 0 in. 0 in Maximum Height: 0 in. 0 in r Outside Air Data Winter Summer Infiltration Specified: 0.350 AC /hr 0.350 AC /hr 58 CFM 58 CFM Infiltration Actual: 0.350 AC /hr 0.350 AC /hr Above Grade Volume: X 9,932 Cu.ft. X 9.932 Cu.ft. 3,476 Cu.ft./hr 3,476 Cu.ft. /hr X 0.0167 X 0.0167 Total Building Infiltration: 58 CFM 58 CFM Total Building Ventilation: 0 CFM 0 CFM - -- System 1 Infiltration & Ventilation Sensible Gain Multiplier: 20.88 = (1.10 X 0.999 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: 32.65 = (0.68 X 0.999 X 48.06 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 43.96 = (1.10 X 0.999 X 40.00 Winter Temp. Difference) Winter Infiltration Specified: 0.350 AC /hr (58 CFM), Construction: Unknown Summer Infiltration Specified: 0.350 AC /hr (58 CFM), Construction: Unknown i r Duct Load Factor Scenarios for System 1 _ p _ Description C _ — — Leak Insulation Su Area From I No. Type Location f Supply Main Attic 16B — MDD 0.09 6 329 Na 1 Return Main Cond. Space - 0.15 6 61 No I , nc. Rhvac Residential 8 Light Commercial HVAC Loads Elite Software Development, I n 4 Home Energy Services Habitat For Humanity, Beaches 1242 Sf Jacksonville, FL 32218 Pag Load Preview Report — — Sys Has Net .' Sen Lat Net Sen His Sy Act Dud ft Scope AED Ton /Ton Area Gain Gain Gain Loss CFM CFM CFM Size Building 1.64 755 1242 16,54.4 3,192 19,736 17,431 352 753 753 System 1 No 1.64 755 1242 16,544 3,192 19,736 17,431 352 753 753 16 Duct Latent 500 500 Zone 1 1242 16,544 2,692 19,236 17,431 352 753 753 16 1- Kitchen 108 2,669 319 2,988 1,361 28 121 121 1 -7 2- Dining Room 105 1,986 272 2,258 3,347 68 90 90 1-6 3- Powder 49 159 53 212 528 11 7 11 1-4 4 -Living Room 375 5220 1,025 6,245 5,128 104 237 237 2-6 5-Br 2 130 1,805 332 2,137 2,129 43 82 82 1 -5 6-Br 3 143 1,220 133 1,353 1,159 23 55 55 1-4 7-Laundry 42 334 80 414 444 9 15 15 1-4 8 -Bath 68 911 139 1,050 885 18 41 41 1-4 9- Master Bedroom WIC 33 531 153 684 775 16 24 24 1-4 10- Master Bedroom 154 1,504 186 1,690 1,527 31 68 68 1 -5 11- Stairway 35 206 0 206 149 3 9 9 0 -0' Sum of room airflows may be greater than system airflow because system room airflow option uses the greater of heating or cooling. Rhvac •Residential & Light Commercial HVAC Loads Elite Software Development, inc. ! Home Energy Services Habitat For Humanity, eaches 1242 Sf Jacksonville_ FL 32218 Page 5 Total Building Summary Loads !Component Area Sen Lat Sen Total D - 3v- o: Double pane low -e (e 0.20 or less), 1 Quan 3.8 2,138 Gai00 3,117 3 17 operable window, a -0.10 on surface 2, vinyl frame, u- value 0.47, SHGC 0.41 11D: Door -Wood - Solid Core 40.3 630 0 472 472 12B -Osw: Wall- Frame, R -11 insulation in 2 x 4 stud 985.9 3,825 0 2,690 2,690 cavity, no board insulation, siding finish, wood studs 16B -30: Roof /Ceiling -Under Attic with Insulation on Attic 660.8 845 0 1,142 1,142 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R -30 insulation 22A -ph: Floor -Slab on grade, No edge insulation, no 66 3,585 0 0 0 insulation below floor, any floor cover, passive, heavy moist soil 20P -19: Floor -Over open crawl space or garage, Passive, 20 40 0 14 14 R -19 blanket insulation, any cover Subtotals for structure: 11,063 0 7,435 7,435 People: 4 800 920 1,720 Equipment: 0 3,050 3,050 Lighting: 0 0 0 Ductwork: 3,821 500 3,108 3,608 Infiltration: Winter CFM: 58, Summer CFM: 58 2,547 1,892 1,210 3,102 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 AED Excursion: 0 0 821 821 Total Building Load Totals: 17,431 3,192 16,544 19,736 i Check Figures - - - -- ------ - - - - -- -- - - - - - Total Building Supply CFM: 753 CFM Per Square ft.: 0.606 Square ft. of Room Area: 1,242 Square ft. Per Ton: 658 Volume (ft of Cond. Space: 9,932 IL Building oads - - g Total Heating Required Including Ventilation Air: 17,431 Btuh 17.431 MBH -- - Total Sensible Gain: 16,544 Btuh 84 Total Latent Gain: 3,192 Btuh 16 % i Total Cooling Required Including Ventilation Air: 19,736 Btuh 1.64 Tons (Based On Sensible + Latent) 1.89 Tons (Based On 73% Sensible _ - Capacity) Notes Calculations are based on 8th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. j Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. 1 Home Energy Services Habitat For Humanity, Beaches 1242 St LJacksonville, FL 32218 Page 6 Building Pie Chart Infiltration 15% Floor 21 y . - Building Roof 5% i. Loss ! Ductwork 22% 17,431 Btuh p ti. Wall 22% N Door 4% , ,, r Y Glass 12% Floor 0% Roof 6% AED Excursion 4% 1 Wall 14 % Infiltration 16% r i Building f Gain 19,736 Glass 16% — Btuh Ductwork 18% yj Door 2% People 9% Equipment 15% Rhvac Residential & Light Commercial HVAC Loads Elite Software Development, Inc Home Energy Services Habitat For Humanity, Beaches 1242 Sf Jacksonville, FL 32218 16) - - a e System 1 Room Load Summary Htg Min Run Run Clg Cl___ Min Act Room Area Sens Htg Duct Duct Sens Lat CIg Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM ---Zone 1 -- - 1 Kitchen 108 1,361 28 1 -7 454 2,669 319 121 121 2 Dining Room 105 3,347 68 1 -6 460 1,986 272 90 90 3 Powder 49 528 11 1-4 122 159 53 7 11 4 Living Room 375 5,128 104 2 -6 605 5,220 1,025 237 237 5 Br2 130 2,129 43 1 -5 602 1,805 332 82 82 6 Br 3 143 1,159 23 1-4 636 1,220 133 55 55 7 Laundry 42 444 9 1-4 174 334 80 15 15 8 Bath 68 885 18 1-4 475 911 139 41 41 9 Master Bedroom 33 775 16 1-4 277 531 153 24 24 WIC 10 Master Bedroom 154 1,527 31 1 -5 502 1,504 186 68 68 11 Stairway 35 149 3 0 -0 0 206 0 9 9 Duct Latent 500 System 1 total 1,242 17,431 352 16,544 3,192 753 753 System 1 Main Trunk Size: 16 in. Velocity: 539 ft. /min Loss per 100 ft.: 0.049 in.wg Cooling System Summary _ — — - -- — Cooling Sensible /Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 1.64 - - 84% / 16% 16,544 3,192 19,736 Recommended: 1.89 73% / 27% 16,544 6,119 22,663 Actual: 1.92 73% / 27% 16,790 6,210 23,000 ----- - - -- ----- - - - - -- - - - - - -- f_Equipment - - Heating System — Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: GSH130241 B* GSH130241 B* Indoor Model: AEPF183016B• j Brand: GOODMAN, JANITROL, AMANA GOODMAN, JANITROL, AMANA DISTINCTIONS, EVERREST, 0 DISTINCTIONS, EVERREST, 0 Description: Air Source Heat Pump Air Source Heat Pump i Efficiency: 8 HSPF 14 SEER Sound: 0 bels 0 bets Capacity: 47 °F: 22,000 / 17 °F: 12,000 Btuh 23,000 Btuh Sensible Capacity: n/a 16,790 Btuh , Latent Capacity: n/a 6,210 Btuh ARI Reference No.: n/a 3160497 i _ — - Development, me Rhvac - Residential & Light Commercial HVAC Loads 16 Pi Elite Soft eve o ment Inc. Home Energy Services Habitat For Humanity, Beaches 1242 Sf Jacksonville, FL 32218 _.. -- Building Rotation Report All rotation degree values in this report are clockwise with respect to the project's original orientation. Building orientation as entered (zero degrees rotation): Front door faces South Individual Rooms 0 45° 90° 135° 180 225° 270° 315° High Rm. Room Rot. Rot. Rot. Rot. Rot. Rot. Rot. Rot. Duct No. Name CFM CFM CFM CFM CFM CFM CFM CFM Size System 1: Zone 1: 1 Kitchen 121 *131 131 124 117 124 129 127 1 -7 2 Dining Room *90 79 68 74 86 76 68 78 1 -6 3 Powder *11 11 11 11 11 11 11 11 1-4 4 Living Room *237 236 222 229 226 230 221 230 2 -6 5 Br 2 82 95 *104 93 78 93 102 93 1 -6 ' 6 Br 3 55 69 *78 69 53 69 77 67 1 -5 7 Laundry *15 15 14 14 14 14 14 15 1-4 8 Bath *41 38 30 36 39 33 29 34 1-4 9 Master Bedroom *24 24 23 23 23 23 23 23 1-4 , WIC 10 Master Bedroom 68 91 *99 81 65 81 98 89 1 -6 11 Stairway •9 9 9 9 9 9 9 9 * Indicates highest CFM of all rotations. g - — - - = __ - - _ �_ -- - - - - -- _ - - __- — — -- Whole Buildin _ Rotation Front door Supply Sensible Latent Net Recommended Degrees Faces CFM Gain Gain Tons Tons , 00 South 753 16,544 3,192 1.64 1.89 45° Southwest *795 *17,479 3,191 *1.72 *2.00 90° West 775 17,035 3,191 1.69 1.94 135° Northwest 759 16,672 3,190 1.66 1.90 180° North 716 15,745 3,192 1.58 1.80 225° Northeast 758 16,670 3,190 1.66 1.90 I 270° East 769 16,907 3,192 1.67 1.93 [ i 315° Southeast 772 16,964 *3,192 1.68 1.94 • Indicates highest value of all rotations. , iRhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Home Energy Services 16 Habitat For Humanity, Beaches 1242 Sf Jacksonville, FL 32218 . ---_--- - - - ------- ------- - -------- - - Page 9__ • Building Rotation Report (cont'd) Building Rotation Tonnage 1.9• 1.8 1.0 0 o 17 / • < // //i, 1.6 \ 1.5 - - South Southw est West Northwest North Northeast East Southeast Direction Front door Faces Building Recommended Tonnage • Building Net Tonnage - Development, , Rhvac - Residential & Light Commercial HVAC Loads Elite Software Home Energy Services Habitat For Humanity, Beach 1242 Si Jacksonville, FL 32218 age 10 Building Rotat Report (cont'd) Building Rotation Hourly Net Gain 23,000 22,000 I 1 - i/ L,.. c\ 21,000 ' / r l 1 e 20,000 i ',is CD ■ F� U ,.• i t,A � F es. e /` 19,000' s I �1' A \` II / ` A 18,000 V . 17,000 8 am 9 am 10 am 11 am 12 pm 1 pm 2 pm 3 pm 4 pm 5 pm 6 pm 7 pm Time of Day • -- Front door faces South Front door faces Southw est • -E Front door faces West < Front door faces Northwest Front door faces North — Front door faces Northeast Front door faces East — — Front door faces Southeast Habitat For Humanity, Beaches 1242 Sf HVAC L.oad Calculations for Habitat For Humanity,Jacksonville Beach 1671 Frances Ave Atlantic Beach, FI. 32233 Itt of ware • • i I 1 \ _ RESIDENTIAL AND LIGHT \ ► r COMMERCIAL HVAC LOADS Prepared By: Jim Williams Home Energy Services 2080 Davis Rd. Jacksonville, FI. 32218 904 757 -3569 Wednesday, November 04, 2009 • i __ __ . -- -- Habitat Fo Beaches Development, I S 16 Humanity, - - s 1242 2 � Rhvac - Residential 8 Light Commercial HVAC Loads Home Energy Services Jacksonville, FL 32218 Project Report r ____________,____ General Project Information Project Title: Habitat For Humanity, Beaches 1242 Sf Designed By: Jim Williams Project Date: Tuesday, June 23, 2009 Project Comment: This equipment can be replaced in name or by equal or greater SEER or HSFP as stated on the FL. Energy Code Client Name: Habitat For Humanity,Jacksonville Beach Client Address: 1671 Frances Ave Client City: Atlantic Beach, Fl. 32233 Client Phone: 241 -1222 Client Fax: 241 -4310 Company Name: Home Energy Services Company Representative: Jim Williams Company Address: 2080 Davis Rd. Company City: Jacksonville, Fl. 32218 Company Phone: 904 757 -3569 Company Fax: 904 757 -7104 Company E -Mail Address: jimwilliams @homebuildingstore.com Company Website: homebuildingstore.com Company Comment: Design Data — — Reference City: Jacksonville, Florida Building Orientation: Front door faces South Daily Temperature Range: Medium Latitude: 30 Degrees Elevation: 26 ft. Altitude Factor: 0.999 Elevation Sensible Adj. Factor: 1.000 Elevation Total Adj. Factor: 1.000 Elevation Heating Adj. Factor: 1.000 Elevation Heating Adj. Factor: 1.000 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 32 29.92 80% n/a 72 n/a Summer: 94 77 47% 50% 75 48 I Check Figures ___ Total Building Supply CFM: 753 CFM Per Square ft.: 0.606 Square ft. of Room Area: 1,242 Square ft. Per Ton: 658 Volume (ft of Cond. Space: 9,932 Building Loads Total Heating Required Including Ventilation Air: 17,431 Btuh 17.431 MBH Total Sensible Gain: 16,544 Btuh 84 % Total Latent Gain: 3,192 Btuh 16 % Total Cooling Required Including Ventilation Air: 19,736 Btuh 1.64 Tons (Based On Sensible + Latent) 1.89 Tons (Based On 73% Sensible Capacity) ' Notes Calculations are based on 8th edition of ACCA Manual J. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads. 1 Rh Residential & Light Commercial HVAC Loads Home Energy Services Elite Software Development, Inc. Jacksonville, FL 32218 Habitat For Humanity, Beaches 1242 Sf Miscellaneous Report S stem 1 Whole House ry — -- y O utdoor Outdoor Outdoor Indoor Indoor Grams Winter: Data D Bulb We29.92 Rel 80% ReLHn a Dry B 72 Difference ' Summer. 94 77 47% 50% 75 48.06 1 Duct Sizing Inputs Main Trunk o Runouts - Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.01000 0.01000 Pressure Drop: 0.1000 in.wg. /100 ft. 0.1000 in.wg. /100 ft. Minimum Velocity: 550 ft. /min 450 ft. /min Maximum Velocity: 600 ft. /min 750 ft. /min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in Outside Air Data Winter Summer Infiltration Specified: 0.350 AC /hr 0.350 AC /hr 58 CFM 58 CFM Infiltration Actual: 0.350 AC /hr 0.350 AC /hr Above Grade Volume: X 9,932 Cu.ft. X 9,932 Cu.ft. 3,476 Cu.ft./hr 3,476 Cu.ft. /hr X 0.0167 X 0.0167 Total Building Infiltration: 58 CFM 58 CFM Total Building Ventilation: 0 CFM 0 CFM - -- System 1 - -- Infiltration & Ventilation Sensible Gain Multiplier: 20.88 = (1.10 X 0.999 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: 32.65 = (0.68 X 0.999 X 48.06 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 43.96 = (1.10 X 0.999 X 40.00 Winter Temp. Difference) Winter Infiltration Specified: 0.350 AC /hr (58 CFM), Construction: Unknown Summer Infiltration Specified: 0.350 AC /hr (58 CFM), Construction: Unknown Duct Load Factor Scenarios for System 1 _ —" — — Att ic D Duct Surfac -- — From ,I No.__ Type Description Location Ceiling_ Duct a Insulation Area MDD 1 Supply Main Attic 16B 0.09 6 329 No 1 Return Main Cond. Space - 0.15 6 61 No Loads _ - Software - men lo ,In - ---- - - - -- -_ - - -- - -- Elite oftware Devept Inc Rh - Residential - 8 Light Commercial HVAC Loads Home Energy Services Habitat For Humanity, Beaches 1242 Sf ' Pa e 4 Jacksonville, FL 32218 11.20 Load Preview Report Has Net ft.' Sen Lat Net Sen Sys iyl Act Duct Scope AED Ton /Ton Area Gain Gain Gain Loss CFM CFM CFM Size Building 164 755 1242 16,544 3,192 19,736 17,431 352 753 753 System 1 No 1.64 755 1242 16,544 3,192 19,736 17,431 352 753 753 16 Duct Latent 500 500 Zone 1 1242 16,544 2,692 19,236 17,431 352 753 753 16 1- Ktchen 108 2,669 319 2,988 1,361 28 121 121 1 -7 • 2- Dining Room 105 1,986 272 2,258 3,347 68 90 90 1-6 3- Powder 49 159 53 212 528 11 7 11 1-4 4- Living Room 375 5220 1,025 6,245 5,128 104 237 237 2-6 5-Br 2 130 1,805 332 2,137 2,129 43 82 82 1 -5 6-Br 3 143 1220 133 1,353 1,159 23 55 55 1-4 7- Laundry 42 334 80 414 444 9 15 15 1-4 8-Bath 68 911 139 1,050 885 18 41 41 1-4 9- Master Bedroom WIC 33 531 153 684 775 16 24 24 1-4 10- Master Bedroom 154 1,504 186 1,690 1,527 31 68 68 1 -5 11- Stairway 35 206 0 206 149 3 9 9 0 -0" Sum of room airflows may be greater than system airflow because system room airflow option uses the greater of heating a cooling. . ' " 1 Rhvm�'Rem��& ---�- ------�-----��-'��-�� ------'�� - --- - -- ~ �u*�mv Home ',"=yvumm«�» �� bho|FmH of -----~~'~^^^'^' !Jackoon«i|� FL 33218 �K_[7 o uman�� Beooxen�242�f _��__________ _ ��_�______� � ___ Page ' ii Total Building Summary ---- __ �- -- ' -�� - -'---- | � `^U/T7��@ Loads 'fm _ _ �_��---_ �_�__�--_�� / __ *n�a uen Lot 8en | ____ {�uan - Loss Gain Gain -'~' 4A-3v-o: Glazing-Double pane |ow'e (e = 0�n , 113.8 2 �,|��) -- -- - '----� �= "!�! 2,138 lj 3,117 3117 ope��ewindow, e=D.1Oonau�ace2.v�y frame, u- -- 0 ' ' value 0.47, SHGC 0.41 !11O: Door-Wood ' Solid Core 40.3 630 0 472 472 !128'Osw:VVaU'Fxame.R'11 insulation in 2 x 4 stud 985.9 3.826 0 2,690 �GSO uavdy.no board inou�dinn.siding �n�h.wood studs ' ' 18B'3O:Roof/Cmi|/ng'Under Attic with Insulation onAttic 660.8 845 0 1,142 1142 � Fkmr(also use for Knee VVaUsand Po�d�n ' ' Ceilings), Vented Attic, No Radiant Barrier, Dark / Asphalt Shingles or Dark �Netei Gravel / Membrane, R-30 insulation 22A-ph: Floor-Slab on grade, No edge insulation, no 66 3,585 0 0 0 insulation below floor, any floor cover, passive, heavy moist soil 20P-19: Floor-Over open crawl space or garage, Passive, 20 40 0 14 14 R'1Q blanket insu|ohon . any cover , | Subtotals for structure: 11.083 0 7,435 7,435 People: 4 800 ' 92O 1,720 Equipment: 0 3,050 3 Lighting: g� O ' ' 0 0 Ductwork: 3,821 500 3108 3,608 1 in�Kro�nn:VWnter{�FyW:68.Sun�n�erCFM:58 2,547 1,892 1,210 31O2 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 ' 0 | AED Excursion: 0 0 821 821 Total Building Load Totais: 17,431 3.192 16.644 10.736 . , — -____-_____- - �__'' '�Figures - FW1: --� '---_---_ 753CFM]PerSqucre ��: --------------- - -' — �| Square �.cf Room Area: 1,242 Square �.Per Ton: 658 0.606 Volume (ft of Cond. Space: 9.932 � 1 @9ui|dingLoadm --- �-----------�------ ----�-'---- ��-- Tnta| Heating Required Including Ventilation ��: 17,431 Btuh - _ - 17.431 MBH -------- -----' | Total Sensible Gain: 16.544 Btuh 84 % Total Latent Gain: 3,192 Btuh 16 % Total Cooling Required /ndudingVantihydonAir 19.736 Btuh 1.64 Tons (Based On Sensible +LohenU ! 189 Tons (Based On 73% Sensible / _ _____ Capacity) _ ' �/vou*� ----�—` Calcuiations are based on 8th edition ofACCA Manual J. ��-------- --�--�-- -- - -- '- AlI computed results are es as building use and weather may vary. Be sure to selec a unit that meets both sensib(e and latent Ioads. , i � � | 1 i / ! , ` _ Elite Software Development, l. e I, I Rhvac - Residential & Light Commercial HVAC Loads � Home Energy Services Habitat For Humanity, Beaches 1242 Sf Jacksonville, FL 32218 Building Pie Chart Infiltration 15% Floor 21V0 F :" Building Roof 5% L . Loss I ' Ductwork 22% 17,431 .y Btuh Wall 22% 1 ° ` ' Door 4% :„ �; . Glass 12% Floor 0% Roof 6% ! AED Excursion 4% 1 1 Wall 14% , 1 i Infiltration 16% i Building ' Gain 19,736 Glass 16% _ Btuh Ductwork 18% Door 2% People 9% \ Equipment 15% Elite Softwar � evelo ment, Inc. Habitat For Humanity, Beaches 1242 Sf Rhvac - Residential 8 Light Commercial HVAC Loads 15? " Home Energy Services Jacksonville, FL 32218 Page 7 ' System 1 Room Load Summary Htg Min Run Run Clg Clg Min Act Room Area Sens Htg Duct Duct Sens Lat Clg Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM ---Zone - -- - -- -- - - - -- - - - - - - - - 1 Kitchen 108 1,361 28 1 -7 454 2,669 319 121 121 2 Dining Room 105 3,347 68 1 -6 460 1,986 272 90 90 3 Powder 49 528 11 1-4 122 159 53 7 11 4 Living Room 375 5,128 104 2 -6 605 5,220 1,025 237 237 5 Br 2 130 2,129 43 1 -5 602 1,805 332 82 82 6 Br 3 143 1,159 23 1-4 636 1,220 133 55 55 7 Laundry 42 444 9 1-4 174 334 80 15 15 8 Bath 68 885 18 1-4 475 911 139 41 41 9 Master Bedroom 33 775 16 1-4 277 531 153 24 24 WIC 10 Master Bedroom 154 1,527 31 1 -5 502 1,504 186 68 68 11 Stairway 35 149 3 0 -0 0 206 0 9 9 Duct Latent 500 System 1 total 1,242 17,431 352 16,544 3,192 753 753 System 1 Main Trunk Size: 16 in. Velocity: 539 ft. /min • Loss per 100 ft.: 0.049 in.wg Cooling System Summary - - - _ -- - -- - -I Cooling Sensible /Latent Sensible Latent Total i Tons Split Btuh Btuh Btuh Net Required: 1.64 84% / 16% 16,544 - -- 3,192 19,736 j Recommended: 1.89 73% / 27% 16,544 6,119 22,663 ' Actual: 1.92 73% / 27% 16,790 6,210 23,000 E ui P ment Data - - - - - - - - -- - - - - Heating System Cooling System Type: Air Source Heat Pump Air Source Heat Pump Model: GSH130241 B* GSH130241 B* Indoor Model: AEPF183016B* Brand: GOODMAN, JANITROL, AMANA GOODMAN, JANITROL, AMANA DISTINCTIONS, EVERREST, 0 DISTINCTIONS, EVERREST, 0 Description: Air Source Heat Pump Air Source Heat Pump Efficiency: 8 HSPF 14 SEER Sound: 0 bels 0 bels Capacity: 47 °F: 22,000 / 17 °F: 12,000 Btuh 23,000 Btuh ' Sensible Capacity: n/a 16,790 Btuh Latent Capacity: n/a 6,210 Btuh ARI Reference No.: n/a 3160497 , . 1 Home --- ---- Light _ - -- — Loads Habitat a S oftwre D vel . c � Rhvac - Residential &Lig Commercial HVAC oa P acksonville,yFLe32218 Humanity Page 8 Building Rotation Report All rotation degree values in this report are clockwise with respect to the project's original orientation. Building orientation as entered (zero degrees rotation): Front door faces South Individual Rooms ____ 0° 45° 90° 135° 180 225° 270° 315° High Rm. Room Rot. Rot. Rot. Rot. Rot. Rot. Rot. Rot. Duct No. Name CFM CFM CFM CFM CFM CFM CFM CFM Size System 1: Zone 1: 1 Kitchen 121 *131 131 124 117 124 129 127 1 -7 2 Dining Room *90 79 68 74 86 76 68 78 1 -6 3 Powder *11 11 11 11 11 11 11 11 1-4 4 Living Room *237 236 222 229 226 230 221 230 2 -6 5 Br2 82 95 *104 93 78 93 102 93 1 -6 6 Br 3 55 69 *78 69 53 69 77 67 1 -5 7 Laundry *15 15 14 14 14 14 14 15 1-4 8 Bath *41 38 30 36 39 33 29 34 1-4 9 Master Bedroom *24 24 23 23 23 23 23 23 1-4 WIC 10 Master Bedroom 68 91 *99 81 65 81 98 89 1 -6 11 Stairway *9 9 9 9 9 9 9 9 - * Indicates highest CFM of all rotations. Buildi Rotation Front door Supply Sensible Latent Net Recommended Degrees Faces CFM Gain Gain Tons Tons 0° South 753 16,544 3,192 1.64 1.89 45° Southwest *795 *17,479 3,191 *1.72 *2.00 90 West 775 17,035 3,191 1.69 1.94 135° Northwest 759 16,672 3,190 1.66 1.90 180° North 716 15,745 3,192 1.58 1.80 i ' 225° Northeast 758 16,670 3,190 1.66 1.90 270° East 769 16,907 3,192 1.67 1.93 , 315° Southeast 772 16,964 *3,192 1.68 1.94 * Indicates highest value of all rotations. , . Rhvac - Residential ResiiaI& Light Commercial HVAC Loads Elite Software Development, Inc. Home Energy Services Habitat For Humanity, Beaches 1242 St Jacksonville, FL 32218 Page 9 Building Rotation Report (cont'd) Building Rotation Tonnage 1.9 - 1.8 - T o c 1.7 / „? 1 *N. 1.6 t South Southw est West Northw est North Northeast East Southeast Direction Front door Faces Building Recommended Tonnage Building Net Tonnage a Rhvac - Home Energy Serv Light Commercial HVAC Loads Habitat For Humanity, Development, an ty Beaches Sf Jacksonville, FL 32218 Page 10 Building Rotation Report (cont'd) Building Rotation Hourly Net Gain 23,000 I, 22 I t_ t, 21,000', R` ,,, L / .c l F I or 8 20,000 ? y i 19,000', r° ;, ! '. - z • , A. 18,000- .7 I ' { 17,000 8 am 9 am 10 am 11 am 12 pm 1 pm 2 pm 3 pm 4 pm 5 pm 6 pm 7 pm Time of Day • -- - Front door faces South Front door faces Southwest • •t Front door faces West Front door faces Northwest Front door faces North - -A Front door faces Northeast Front door faces East — — Front door faces Southeast 4 4 1p Y , Julius Lee RE: 394552 - 1109 Coastal Bay Blvd. Boynton Beach, ft 35 © 1 Site Information: °:' R a ` ` b Project Customer Beaches Habitat Project Name: 394552 Model: 1292 a �, Lot/Block: Subdivision: _� ? a E = n Address: 4 Stocks Street �. City: Duval State: Florida a E a a, 1-° a' c c rE G Name Address and License # of Structural Engineer of Record, If there is one, for th uiled • D Name: Paine, Lawrence A., PE License #: 21475 - Address: 319 Oglethorpe Blvd. !Ili r c T City: St. Augustine State: Florida > ° ° ` c " P 't Lu l . c c i t ' P , r .,. ... , General Truss Engineering Criteria & Design S 2 a aI ct 5, " n Loads (Individual Truss Design Dr awin 9 ( g Loading Conditions): h°^ � r . Design Code: FBC2007/TP12002 Design Program: MiTek 20/20 7.3 r ` Zi E T ` ' `'' ;' Wind Code: ASCE 7 -05 Wind Speed: 120 mph Floor Load: N/A psf '" ° ` n ` ' C Roof Load: 32.0 psf p r " ` , ' �L This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawi u I J c f , u. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and s itc6xe4`t c _ a conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules 2 i `` , This document processed per section 16G15- 23.003 of the Florida Board of Professionals lei, c. c E a In the event of changes from Builder or E.O.R. additional coversheets and drawin �`s ��c� lEntian a � v this coversheet. The latest approval dates supersede and replace the previous drawing ' e No. Seal# Truss Name Date No I Seal# Truss Name Date =' 41 t ' C : 1 15101337 CJO1 118 , 15101354 T11 11/30/011 r F c- 1!30/011 - 3 15101339 CJ05 11/30/011 v E ^ n s c 0- J ro „ j ° � E � 111/30/01t 4 15101340 , EJ01 1 11/30/011'. -M1-J 5 15101341 ' EJ07 11/30/0111 6 15101342 H J 07 11/30/0111 7 15101343 TO1 111/30/0111 8 15101344 T02 !11/30/011 9 15101345 T03 1 11/30/01t 10 15101346 T04 111/30/01'f 11 15101347 T05 11/30/01 t 12 15101348 T06 11 13 15101349 T07 11/30/011 14 15101350 ] T08 111/30/01 t 15 15101351 T09 11/30/011 16 15101352 T10 111/30/011' 17 15101353 T10A 11/30/0111 The truss drawing(s) referenced above have been prepared by MiTek \\\ 0, r � . ' i/ Industries, Inc. under my direct supervision based on the parameters �„` . K . �i, provided by Builders FirstSource (Jax). • � J : Er4 . � Truss Design Engineer's Name: Julius Lee * ' N o . 869 My license renewal date for the state of Florida is February 28, 2013. _ (11 • NOTE: The seal on these drawings indicate acceptance of ; A l � , � professional engineering responsibility solely for the truss STATE OF .• .. components shown. The suitability and use of this component '�LORteP.• • • • �j��` designepaperuANSI/TPI 9 Chapter 2 onsibility of the building / / / , `s � ! ' , ONA� - �� tu ber 30,2011 1 of 1 Julius Lee 4 Job Truss Truss Type 'Qty Ply — 15101337 a 394552 CJO1 JACK 4 1 Job Reference (optional) Builders FirstSOUrce, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:10 2011 Page 1 ID:KnX7cxh5FM1g0HWU9Xl5sgz8PC_ IVDVIwhnWRZTVnRCuAMCr0BO_4f2 PSpy9p4RyDz_V 1- -2 -0-0 — — — - { J-0-0 2 -0-0 Scale = 1:6.9 3 4.00112 2 ' 1 B1 1 T1 4 2x4 = Si 1 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 6 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1 -0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 1 REACTIONS (Ib /size) 2= 264/0 -3-8, 4 =5 /Mechanical, 3 = -96 /Mechanical MaxHorz 2= 92(LC4) \ \iliilii111 /yy Max Uplift 2=- 445(LC 4), 3= -96(LC 1) \ \\\ S Sic //, " + Max Gray 2= 264(LC 1 ) , 4 =14(LC 2), 3= 195(LC 4) \ \ . • • ' ' ' ' • • • . 1, / // "we ■ �iCENSF' ".'<‘ FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. • ■ NOTES (8 -11) - o 34869 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable ea - I W zone and C -C Exterior(2) zone;C -C for members and forces & MFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 — • $ E 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - • 4 / _I 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will — a '. • �4 ` fit between the bottom chord and any other members. T STATE OF 4) All bearings are assumed to be SYP No.2 . F \ 5) Refer to girder(s) for truss to truss connections. �-((l� L GRID \� \� 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 445 Ib uplift at joint 2 and 961b uplift at jot ,<C\, j/ �\ \\ 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. /0 /111 1 i i 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard November 30,2011 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Julius Lee' Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1 109 Coastal Bay Blvd. is fa lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton, FL 33435 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TP11 Quality Criteria. DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. L -_... s a • Job Truss Truss Type Qty Ply -- - - - - -- — -- 394552 CJO3 JACK 4 1 15101338 Builders FrstSource, Jacksonville, Fl 32244 -- ---- --- -- - - -- Job Reference (optional) 7250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:11 2011 Page 1 ID: oz5VgHijOg9h9RSgjEGKP1 zBPBz- minuVGiPHkhK6x?ORttRNdkbEU?WgRfb2cvMctyDz _Q ! - - 2_4:4) 2 -0-0 --- --� - -- - - -- -- - 3-0-0 Scale = 1:10.3 i 3 4.00 r12 - . -- d: / 2 __---- / Ti -- i 1 i 2x4 =- ... 4 \________/ LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.00 2 -4 >999 240 MT20 244/190 ' TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 2 -4 >999 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2007rTP12002 (Matrix) I Wei ght: 12 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing II be installed during truss erection, in accordance with Stabilizer I Installation guide, I REACTIONS (lb /size) 3 =29 /Mechanical, 2= 254/0 -3 -8, 4 =14 /Mechanical Max Horz 2= 139(LC4) \tlil / Max Uplift3= -37(LC 7), 2=- 358(LC 4) \ \ / / Max Gray 3 =29(LC 1), 2= 254(LC 1), 4 =42(LC 2) �.�` S S z\ / , .••• • �. • • 1 0ENg • • `cv i FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. F ` NOTES (8 -11) O 34869 / : 7:11 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable erf zone and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 — A • e 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — II v v J Y./ - 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will — ,o '. VVVVVVVV c. • fit between the bottom chord and any other members. ..(\ ••• STATE OF .s \ 4) All bearings are assumed to be SYP No.2 . 5) Refer to girder(s) for truss to truss connections. C • • •. F C ORIO P • Q % connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift at joint 3 and 358 lb uplift at jot � 6) Provide mechanical tib , S 2. "/ , ' ON Al- 7) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / / 1 / I I I I I I ' \ \ 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard I - - -_ - -- November0,2011 0 o ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/1PI1 quality Criteda, DSB -89 and BCSI1 Building Component I Safely Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. -- - -- - _ — j Truss (Truss Type Qty Ply 15101339 394552 CJ05 (JACK 4 1 Job Reference (optional) Builders FirstSource, Jacksonville, FI 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:11 2011 Page 1 ID:ozSVgHtjOg9h ?RSgjEGKP1 zBPBz- minuVGiPHkhK6x ?ORttRNdkbEUzggRfb2cvMctyDz_L 241..0 ... I - �-0 - - 2 -0-0 Scale = 1:13.7 3 X11 , 4.00 rii N T1 2 , B1 2x4 -- 4 1 Cr ______.— -- < I i LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.05 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 19 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing 1 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 3= 102/Mechanical, 2= 299/0 -3-8, 4 =24 /Mechanical oil I) j/ Max Horz 2= 187(LC 4) � S \%X p /� / / /// Max Uplift3= 123(LC 4), 2=- 371(LC 4) \\ S •I\ / / Max Grail 3= 102(LC 1), 2= 299(LC 1), 4 =72(LC 2) ■ \ (� �� ` V �C ENS `� FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. i NOTES (8 -11) `' o 34869 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable eni7 — zone and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 — 1, . • II — 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - • • , 1 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will — ,p '. ' , . fit between the bottom chord and any other members. .(\ ••• ST OF 4) All bearings are assumed to be SYP No.2 . S • \ ■ • 5) Refer to girder(s) for truss to truss connections. / • • • LORIO . `0 \∎ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 Ib uplift at joint 3 and 371 Ib uplift at '�/ tS/ 9 ` \\ oint 2. 7) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. // / /0 11111 \\\\ 0 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard i November 30,2011 L WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE M71 -74 BEFORE USE. I Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1 109 Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the go nton, FL 33435 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding y fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 QuaMy Criteria, DSB -89 and BCSI1 Building Component Salety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job— - -- Truss Truss Type -- — — — Qty Ply -- -- 394552 EJ01 MONO HIP _. — — -- 2 1 I 15101340 Builders FirstSource, Jacksonville, Fl 32244 — -- -- - -- - -_ _IJob Reference (optional) 7.250 s Aug 25 2011 MiTek Industes, Inc. Wed Nov 30 14:43:12 2011 Page 1 — 2(1.0 ID: oz5VgHijOg9h? RSgjEGKP1z8PBz- EuLGjcj122pBk5aa?bPg — GEZtXIHGev9KyDz_T 2-0-0 - -- - 0- p 1-0 --- - - - - - -- I - -0 - - I 1-0-0 Scale = 1:17.6 4x5= 3 4 r in T2 4.00 11.1 Fl cA u ----- i W1 2 _-- ----__ _ __--,----- F _X 6 5 - 2x4 II I 7-0-0 - -- - - -- . ._ -7 0 - _ -. -- -- - - -- LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) I /dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert LL 0.17 2 -6 >471 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.17 2 -6 >473 180 BCLL 0.0 " Rep Stress Incr YES WB 0.09 Horz(TL) -0.03 4 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) — — Weight: 27 Ib FT = 20% LUMBER — BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (Ib /size) 4 =22 /Mechanical, 2= 355/0 -3 -8, 5= 176 /Mechanical Installatipnguide. Max Horz 2= 213(LC 4) 1 1 1 I( i Max Uplift4 -3(LC 5), 2=- 413(LC 4), 5=- 188(LC 4) \ \ \``1 S S.K // / /i Max Grav4 =53(LC 2), 2= 355(LC 1), 5= 176(LC 1) \ \\ \ N (\ /� FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ • ��CE • . ` i i i WEBS 3 -6 =- 162/351 � NOTES (10 -13) O 34$69 i. 1) Unbalanced roof live loads have been considered for this design. _ 1 J 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end- 11 zone and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 — k 3) Provide adequate drainage to prevent water ponding. ',� •• STATE OF 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live Toad of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide wil / • • ' • FL ORION. � fit between the bottom chord and any other members. vt � , \\`\ 1 6) All bearings are assumed to be SYP No.2 . / / N AL / / 7) Refer to girder(s) for truss to truss connections. /1, f 1 I j I I 1 1 \ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 Ib uplift at joint 4, 413 Ib uplift at joint 2 and 188 Ib uplift at joint 5. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) For special connections with reactions or uplifts Tess than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 12) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard I I L- November 3 0,2011 t A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 7973 BEFORE USE , Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. I, Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication quality control, storage. delivery. erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information avoilable from Truss Plate Institute, 583 D Onofrio Drive. Madison, WI 53719. r • Job Truss Truss Type Qty Ply 15101341 , 394552 EJ07 MONO TRUSS 22 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:122011 Page 1 ID: oz5VgHijOg9h7 RSgjEGKP1z8PBz- EuLGjcj122pBk5aa ?bPgwrGjDuH6ZuuIHGey9KyDz T H ____. __ 2 0:9 _ I 7 -0-0 - - I 2 -0-0 7 -0-0 Scale = 1:17.3 3 i 4.00112 v N 2 j ----- 1 , 1 i d _ __ / . / 3x5 `– ____ 1 // , %' \/--- Plate Off_sets_(X,Y): 120 -2_4 0 -1 -8] 1 i LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP ' TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.09 2-4 >927 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.17 2-4 >482 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 25 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installati000nquide. REACTIONS (lb /size) 3= 157 /Mechanical, 2= 355/0 -3 -8, 4 =41 /Mechanical Max Horz 2= 169(LC 4) Max Uplift3=-128(LC 4), 2=- 283(LC 4) i Max Gray 3= 157(LC 1), 2= 355(LC 1), 4 =95(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 1 ' NOTES (8 -11) 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 . 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 Ib uplift at joint 3 and 283 Ib uplift at joint 2. I 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \ ` \ \ 1 1 1 1 1 1 / / 7 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular �� / building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. \\' S S• K. 1 /, 9) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) N \ - /, 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 - \ 10ENS •• N. LOAD CASE(S) Standard _ 0 34869 (9..2_ , — 441 . .. GrA ., 1 :: .(\ •. STATE OF �sS F �ORID P •' ' �� , / / / p N 1 Ak- \\\\ November 30,2011 1 I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M1III -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Blvd. Bay a oas 9 10 C tl is Inc lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 Boynton, C o, s l Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB -89 and BCSI1 Building Component Safety Inlormatlon available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. s Job Truss Truss Type — -. Qty Ply —..— 394552 1-1J07 MONO TRUSS 2 1 15101342 Builders FirstSource, Jacksonville, Fl 32244 - - -- - -- Job Reference (optional) 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:13 2011 Page 1 ID: oz5VgHijOg9h? RSgjEGKP1z8PBz- i4vewykfpMx2MF9nZIwvS2psolcU IlcuWwOThmyDz_ i - -_ - - 2 -9 -15 . - - - I - 5 -4-11 2 -9 -15 - - 5-4-11 -- -- i _ - -13 4-6-2 Scale: 1/2 " =1' 4 l y 2.83 1 3x4 = 10 3 1 9 — T1% 2 8 ----- us c5 ''— PIP — -- -- - -- � 6 / 81 11 C __---------- 12 7 13 6 3x4 = 2x4 H 3x4 = I — .... - - - - - -- - 5 - 4 - 11 - ..-- - -- - I � ...- -..- 9-10-13 5-4 -11 40 - - - -- � 1 ' Plate Offsets (X Y�L2 0 1- X2,0 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) l/defl LJd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) - 0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.07 6 -7 >999 180 BCLL 0.0 • Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 42 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8 -7 -10 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide__ REACTIONS (lb/size) 4= 139 /Mechanical, 2= 436/0 -5-11, 5= 201 /Mechanical Max Horz 2= 234(LC 3) Max Uplift4=- 166(LC 3), 2=- 633(LC 3), 5=-144(LC 6) Max Grav4= 139(LC 1), 2= 436(LC 1), 5= 231(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - At forces 250 (Ib) or less except when shown. TOP CHORD 2 -8 =- 616/461, 8 -9 =- 619/457, 3-9 =- 586/461 BOT CHORD 2 -11- 528/577, 11 -12 =- 528/577, 7- 12=- 528/577, 7- 13=- 528/577, 6-13 =- 528/577 WEBS 3-6=-604/553 NOTES (10 -13) 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone; 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) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 . 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 Ib uplift at joint 4, 633 Ib uplift at joint 2 \ \ `' t I " ` / / y// and 144 Ib uplift at joint 5. \\\\ C J S • / ,\ � //// 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \ `L $ ,, 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ib up at 1 -5 -12, 39 Ib up at -. ENS F i 1 -5-12, 25 Ib down and 25 Ib up at 4 -3-11, 25 Ib down and 25 Ib up at 4 -3-11, and 48 Ib down and 95 Ib up at 7 -1 -10, and 48 Ib down • I and 95 Ib up at 7 -1 -10 on top chord, and 16 Ib up at 1 -5-12, 16 Ib up at 1 -5 -12, 12 Ib down at 4 -3 -11, 12 Ib down at 4 -3 -11, and 42.113 • * ' down at 7 -1 -10, and 42 Ib down at 7 -1 -10 on bottom chord. The design /selection of such connection device(s) is the responsibility of O X869 - others. - • , II 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (0). _ ' % • ' 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any . particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. de .40 I 11) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) T STATE OF .` \ 1 12) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 334�� F( ORID P . •' �� LOAD CASE(S) Standard ,,C.‘61--..• / S � /' / / ° Al- t �` \ \ \ ■ 1Continuedt-onpage- - - -_ November qo , 2011 a • ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1 -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and i5 for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 1 fabrication, quality control. storage. delivery. erection and bracing, consult ANSI/TPI1 QualNy Criteria, DSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onotno Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15101342 • 394552 HJO7 MONO TRUSS 2 1 Job Referen (optional) Builders FirstSOUrns, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:13 2011 Page 2 ID: oz5VgHij0g9h ?R5gjEGKP 1 zSPBz- i4VewykfpMx2MF9nZIwvS2psolcUllcuwwoThmyDz_ • LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 4 = -54, 2 -5 = -10 Concentrated Loads (lb) Vert: 8= 78(F =39, B =39) 9= 50(F =25, B =25) 10=-97(F=-48, B =-48) 11= 10(F =5, B =5) 12=- 8(F = -4, B = -4) 13=-28(F=-14, B = -14) 1(1 / /i No 34869 _ * rY - STATE OF • <\61.." 'L ORIOP . 6\ ''4 O N w November 0,2011 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the 1109 Blvd. 1 109 109 C C o, FL 33435 l Bay Bay erector. Additional permanent bracing of fhe overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSVTPII Quality Criteda, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. WI 53719. Jab -- —.. -- Truss Truss Type -- .. - - - -- Qty — Ply — ` 1394552 TOt GABLE 4 1 15101343 F8uilders FirstSource, Jacksonville, Fl 32244 — " - -- - -- - — Job Reference (optional) 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:14 2011 Page 1 ID:ozSVgHijOg9h7RSgjEGKP1 zBPBz AHS 3vzPkz7 ?RB ?GM61i0G1001 ka70DCyDz I "_ — .. -2 -0-D__ f - — - -- 2 -10-4 2 -0 -0 2 -10-4 1 3x4 % Scale = 1:9.7 1 34.00 [12 6x8 = 4 1 2 W, u _ di % 1T — — B j ! i � i ►i \________------ 5 2x4 5x8 i I 2 -10-4 Plate Offsets X Y : [2 0- 3- 8,Edge , [2:0 -5-12 Ed e _ - 2 -10-4 � ( ) 1 ]L:Ed�e O- 1_12] — — J LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.00 1 n/r 120 MT20 244/190 i TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.01 1 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 14 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -10-4 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP 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 (Ib /size) 2= 239/2 -10 -4, 5= 45/2 -10-4 Max Horz 2 =83(LC 4) Max Uplift2=- 250(LC 4), 5= -17(LC 5) Max Grav2= 239(LC 1), 5 =49(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (10 -13) 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1 -4 -0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will \ I II 1 1 1 / //1 fit between the bottom chord and any other members. \\ // 7) All bearings are assumed to be SYP No.2 . �� \` \ S S K / 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 Ib uplift at joint 2 and 17 Ib uplift at joint -, // 5. ooENs • ••. <\ 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. - 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any 0 34869 * — particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) — . • . . — 12) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33433 • (/ v J • ' — LOAD CASE(S) Standard • / T •, STATE OF ,•. FLO RI DP'.•'. � �/ �ss� ON AL `\ / ff/111111 , - -- - -___ _- November 3 0,2011 f : WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII7473 BEFORE USE Design valid for use only with Mirek connectors. This design is based only upon porameters shown. and is for an individual building component. Applicobility of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individuol web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty - Ply 15101344 394552 T02 MONO TRUSS 8 1 Job Reference optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MTek Industries, Inc. Wed Nov 30 14:43:14 2011 Page 1 ID: oz5VgHij0g9h? R5gjEGKP1z8PBz- AHS081kHaf3vzPkz7 ?R ?GM z1oA1ka70DCyDz_" i -2 -0-0 2 -6-12. I 0 -3-8 2 -0-0 2-6-12 Scale = 1:10.0 3 4 2x4 4.00 r12 / / 2 d -/----- / --- — B1 I Ln i I i 2x4 - 6 5 1 j ' 2x4 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.01 2 -6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) 0.01 2 -6 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 13 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -10 -4 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends thaat t S WEBS 2 X 4 SYP No.3 Stabilizers - --_- ng_. -__ —_- tabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. , REACTIONS (Ib /size) 2= 252/0 -3 -8, 5 =39 /Mechanical Max Horz 2 =99(LC 4) �\ 1 , t I III / / / Max Uplift2=- 316(LC 4), 5= -85(LC 5) �\\ 9 S, K /, /� Max Gray 2= 252(LC 1), 5 =46(LC 2) ■• • • • • • • • 4F ��CENSF'' • FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. • i NOTES (8 -11) o 34869 * --- 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C_ Exterior(2) zone; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 — • : / 1 "" 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 - 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2-0-0 wide will T,(� STATE OF fit between the bottom chord and any other members. • • •, F C O RIDP` r . \ ■ 4) All bearings are assumed to be SYP No.2 . S \v N. 5) Refer to girder(s) for truss to truss connections. / S // i � \ �\ \ 6) Provide / I rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 Ib uplift at joint 2 and 85 Ib uplift at joint // / NA\ - t \ - \\� 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 ' LOAD CASE(S) Standard l November 0,2011 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the l 1109 1109 Coastal Bay Blvd. FL 33435 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage, delivery, erection and bracing, consult ANSI /IPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safely Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. , Job Truss Truss Type - -- Qty Ply — - — - -- -- 394552 T03 GABLE 2 1 15101345 Builders FirstSOUrce, Jacksonville, F132244 - -- - -� Job Reference (optional) 7250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:15 2011 Page 1 ID: HAeu1 cjLnzHXdbgtGynZyFzBPBy- eTOOLeIvLzBmbYJ9gjyNYTuH25L1 mEBBzEtalfyDz_e i___ - 2 0- 5 -0 -0_ - i 10-02._ 5 -0-0 — — 5 -0-0 H Scale = 1:22.6 3x4 = 4.00 12 2x4 II 2x4 II 4 5 6 3x4 YYi 3 J at `J 7 3x4 T1 T1I 2 �I --I-- — iii% 8 ___ -_ TS I" d l / 1� 8 1 6 2x4 = 5x8 ' 1 0 g 2x4 I I 2x4 I I 5x8 II 2x4 F -- - - - -.. _...- - —_10-0-0 10-0-0 Plate Offsets L,y)(2_0.3- B,Edge] j2:0.5- 12,Edge] [5:0-2-0 Edge] (_8:0_3 8 Edgel, I8 05-12 Edge)_ _ LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.01 1 n/r 90 Rep BCLL 0.0 • Code FB lncr TPI YES E2 WB 0.09 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 1 -_ (Matrix) Weight: 41 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 1 Installation guide. REACTIONS All bearings 10 -0-0. (Ib) - Max Horz 2 =98(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 8 except 2=- 327(LC 4), 10=- 122(LC 4), 9=- 275(LC 5) Max Gray All reactions 250 lb or less at joint(s) 2, 8, 10 except 9= 287(LC 11) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 2 -10 =- 133/253, 9- 10=- 133/253, 8- 9=- 133/253 WEBS 6-9 =- 245/373 NOTES (11 -14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =22ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1 -4 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I I 1 1 1 I 7) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2-0-0 wide will \ \ \ ` f f f 1 / fit between the bottom chord and any other members. \ \� �j S, K / ///i 8) All bearings are assumed to be SYP No.2 . c`n • 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt =lb) 2 =327, � \ \ l •; , 10 =122, 9 =275. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 34869 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any _ particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. - — 12) For special connections with reactions or uplifts less than 300 lbs. Use typical toe-nail connection (refer to BFS detail package) — / 13) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33433 I I . / 1 — LOAD CASE(S) Standard • *I T � \ •, STATE OF . .` • %`S '•.FLORIDP'.•• 0\\∎ i/ / /S /O NA „„,.,‘„,\ v SS v . / \\ November 80,2011 t A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MD -7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. - Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown JUIiUS Lee is for lateral support of individual web members only. Additional temporary bracing fo insure stability during construction is the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure 5 the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719 I I I Job Truss Truss Type IOty Ply 15101346 394552 T04 COMMON 4 1 Job Reference (optional) - ._ Builders FlrsiSource, Jacksonville, Fl 32244 7250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:152011 Page 1 ID: HAeu1 cjLnzHXdbgtGynZyFz8PBy- eTOOLeIvLzBmbYJ9gjyNYTuHE H - -2 -0-0 – I —6-0-0 I - 7 -0-0 -- I 2 -0-0 5-0-0 2 -0 -0 Scale = 1:173 4x5 = 3 3x4 4.00 12 -- -- T2 4 v / W I N Ti / - W3 1 <h 2 i l - f -1 a I I B , 1 2x4 = 6 3x4 — 5 NV 2x4 I I _ __. _ 5 -0-0 - -- 7-0 -0 -- _..__.._ –I 5 -0-0 2 -0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.01 2 -6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.03 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 5 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 31 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W3: 2 X 4 SYP No.2 11 MiTek recommends that Stabilizers and required cross bracing 1 be installed during truss erection, in accordance with Stabilizer Installation guide. 1 REACTIONS (Ib /size) 2= 352/0 -3-8, 5= 195 /Mechanical Max Horz 2= 117(LC 6) Max Uplift2=- 293(LC 4), 5= -92(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (9 -12) 1) Unbalanced roof live loads have been considered for this design. . 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; 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 Toads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in at areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 . 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt =lb) 2 =293. 8) "Semi-rigid pitchbreaks 9) This manufactured product including s designed as n dual building component. n The suitability and use of this component for any particular \\\ l 1 \, t I I L I I r f/ / 7 bui is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. \\N s S K �� / / 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) \ • • • • ' • // 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 _ OC3 • (� LOAD CASE(S) Standard _ 0 34869 co._ 4 • 440 .(\ STATE OF //�ss FLORIDP . C9 �\ "Hili)Itt \' �ONAL �\\ � November 30,2011 1 f ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AIII -7473 BEFORE USE. I I Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1 109 Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton, FL 33435 I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plote Institute, 583 D'Onofrfo Drive, Modison, WI 53719. Job - -- -- - - — Truss Truss Type - - -- Qt Y - -- P -- - -- - -- — -- •. 394552 TO5 HIP 2 15101347 Builders FirstSource, Jacksonville, Fl 32244 -- - -- - - - - - -- - - - -- - - - -_ - - 2 Job Reference (optional) 7.250 s Aug 25 2011 MTek Industries, Inc. Wed Nov 30 14:43:16 2011 Page 1 ID:IMCGEyk_YH POFIF3 6 fanZzmX 6 HJdDiuLEQTc4hRPDWiVcpKCuc715yO z • F._2 p — 6 - 101 7-0 - 0 . -_- .- -- 11- 11 -6 --- f 16-9-0 .- - 1 1L- - 6 - 1 Q -- 1 - -_ 26-6 -0 33 - 4 -11-6 4 -9 -10 4-9-10 4 -11-6 - i--- { Scale = 1:60.9 5x7 = 4.00 112 2x4 I I 3x8 = 3x4 = 2x4 ! 5x7 = 3 q 1 , 15 16 T 18 5 19 6 20 7 21 22 8 23 lei n 2 �1 1X11 —B}- '® ffiL i @ 63 9 It r- d cox 141 3x8 = 14 24 25 13 12 26 27 28 29 11 30 31 10 32 33 34 ' 2x4 i 5x8 -- — 3x8 • _ 2x4 i I 6x10 - 2x4 , I_ - -_ _..__ 7 -0-0 11 -11-6 16-9-0 21-6-10 26-60 - - - -_. -- - - -. 33-0 -8- -1 7 -0-0 t. -_ _ 4 -11-6 _.f- -� } 4-9-10 4-9-10 - -- _ 4-11-6 6- 10- 8 ... — Plate OffsetsAX Y)_[3.0 -5-4 0-2-81, 8:0 -5-4 0-2 -8 [11:0-4-4 0-3-01_113:0-3-12,0-344 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.56 12 >716 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.85 11 -12 >467 180 BCLL 0.0 • Rep Stress Incr NO WB 0.39 Horz(TL) 0.18 9 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 298 Ib FT = 20% LUMBER BRACING 1 TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 4 -4 -2 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-2 oc bracing. ' WEBS 2 X 4 SYP No.3 REACTIONS (lb /size) 9= 2300/0 -2 -0, 2= 2217/0 -3 -8 Max Horz 2 =95(LC 5) \ \ `` ,(f I j [ f / Max Uplift9=- 1261(LC 4), 2=- 1370(LC 3) `\\ \ S / / /// FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. � � /i TOP CHORD 2- 3=- 5807/3291, 3-15 =- 7554/4243, 15 -16 =- 7553/4242, 4 -16 =- 7553/4242, ��CEN$ . �,(� 4 -17 =- 7542/4233, 17 -18 =- 7542/4233, 5 -18 =- 7542/4233, 5-19 =- 7464/4146, -- • • 6-19= 7464/4146, 6-20 =- 7464/4146, 7- 20=- 7464/4146, 7- 21=- 7464/4146, 21 -22 =- 7464/4146, 8 -22 =- 7464/4146, 8- 23=- 5742/3194, 9-23 =- 5830/3183 -- O 348 68 — BOT CHORD 2 -14 =- 3067/5429, 14- 24=- 3071/5449, 24- 25=- 3071/5449, 13 -25 =- 3071/5449, — • • 13 -26 =- 4465/8254, 26 -27 =- 4465/8254, 12-27=-4465/8254, 12- 28=- 4465/8254, _7_ 28 -29 =- 4465/8254, 11 -29 =- 4465/8254, 11 -30 =- 2963/5501, 30 -31 =- 2963/5501, / 10 -31 =- 2963/5501, 10- 32=- 2952/5469, 32 -33 =- 2952/5469, 33- 34=- 2952/5469, _ , 1 - 9-34=-2952/5469 T • •'. STATE OF WEBS 3 -14 =84/511, 3 -13 =- 1235 / 2428, 4 -13 =- 546/419, 5 -13 =- 843/395, 5 -12= 0/366, F CO RID P • •' rr� 5-11=-917/518, 7-11=-549/423, 8-11=-1234/2268, 8-10=-188/513 / S / N A� •••_‘ \ \ \ ■ ///11 NOTES (13 -16) / � 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: 1 [ I I ' �, \` \ Top chords connected as follows: 2 X 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. 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 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low- rise); 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) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 8) Alt bearings are assumed to be SYP No.2 . 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 9 =1261, 2= 1370. ' 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continvej on page 2 ____ —_. — November 80,2011 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 5717473 BEFORE USE ' Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee I is to lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the - 1 109 Coastal Boy Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance danc regarding B quality control 9 9 9 e g Component Boynton, FL 33435 fabrication. q fy .storage, delivery. erection and brocin ,consult ANSI PI 7 Qualify 9 R CrHedo DSB -89 and nd 60511 Building Com rrf Sol Information 9 P Safely matlon available from Truss Plate Institute. tufe. 583 D Onofno Drive. Madison WI 53719. Job Truss Truss Type Qty Ply 15101347 394552 705 HIP 2 2 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:17 2011 Page 2 ID: IMCGEyk_ YHPOFIF3gfloUSzBPBx- bs89mJnAtaSUgsTYoB rdu_azvrxE33UQYMggXyDz_ NOTES (13 -16) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 Ib down and 238 Ib up at 7 -0-0, 103 Ib down and 100 Ib up at 9-1 -1, 103 Ib down and 100 Ib up at 11 -1 -1, 103 Ib down and 100 Ib up at 13 -1 -1, 103 Ib down and 100 Ib up at 15 -1 -1, 103 Ib down and 100 Ib up at 16 -7 -1, 103 Ib down and 100 Ib up at 17-5-4, 103 Ib down and 100 Ib up at 19 -5-4, 103 Ib down and 100 Ib up at 21 -5-4, 103 Ib down and 100 Ib up at 23 -5-4, and 103 Ib down and 100 Ib up at 25 -5-4, and 39 Ib down and 13 Ib up at 27 -5-4 on top chord, and 266 Ib down and 130 Ib up at 7 -0 -0, 65 Ib down at 9-1 -1, 65 Ib down at 11 -1 -1, 65 Ib down at 13 -1 -1, 65 Ib down at 15 -1 -1, 65 Ib down at 16 -7 -1, 65 Ib down at 17 -5-4, 65 Ib down at 19 -5-4, 65 Ib down at 21 -5-4, 65 Ib down at 23 -5-4, 65 Ib down at 25 -5 -4, 166 Ib down and 116 Ib up at 27 -5-4, and 185 Ib down and 92 Ib up at 29 -5-4, and 185 Ib down and 92 Ib up at 31 -5-4 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 13) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 14) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 15) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (plf) Vert: 1- 3 = -54, 3- 8 = -54, 8-9=-54, 2 -9 = -10 Concentrated Loads (Ib) Vert: 3=- 188(F) 14=- 222(F) 12= -31(F) 11= -31(F) 5=-103(F) 7=- 103(F) 15=- 103(F) 16=- 103(F) 17=- 103(F) 18=- 103(F) 19=- 103(F) 20= 103(F) 21=- 103(F) 22=- 103(F) 23 =13(F) 24= -31(F) 25= -31(F) 26= -31(F) 27= -31(F) 28= -31(F) 29= -31(F) 30= -31(F) 31= -31(F) 32=- 166(F) 33=- 185(F) 34=- 185(F) • • :ICENSF . ' � w r o 34869 =_ • W . / •• STATE OF •• ' ' �\�� / November 30,2011 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1109 Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton, FL 33435 erector. Additional permanent bracing of the overall structure is 'he responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/T911 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D_Onofno Drive, Madison, WI 53719. _- _.. ___— __. __. • Job Truss Truss Type Qty Ply — ' 394552 TO6 HIP 15101348 2 1 I Builders FirstSource, Jacksonville, F132244 - - -- --- Job Reference (optional) 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:17 2011 Page 1 ID:IMCGEyk YHPOFIF3gtIoUSz8PBx- bs89mJnAtaSUgSTYoB _rdu_XKvwsEyYUQYMggXyDz_ F- 244 --F- 4 -10 -14 I 9-0-0 1640 i _ 24-6-0 1 28 -7 -2 I 33-4 -8 —I 2 -0-0 4 -10 -14 4 -1 -2 7 -9 -0 7-9-0 -- 4 -1 -2 4 -9-6 Scale = 1:60.9 I 5x8 2x4 II 5x8 = 4.00 112 4 5 6 2x4 og -- - _ -.__ - -- --- � 2 g -- - - - — 7 r. "11411141111 r t ei u 2 / 8 3x8 13 11 3x5 == 11 10 9 3x5 -- 4x5 = 3x4 = 3x8 = — 3x4 9 -0-0 .._ -- 16-9-0 - - -- H -- -- - _ - -- - i - - - -._ 24t � 0 ___ i - - _ 33- 4 -8 - - - I 9 -0-0 7-9-0 7 -9 -0 8-10 -8 Plate Offsets (X Y): [4:0-5-4,0-2-81 [6:0- 5- 4,0- 2 -8] LOADING (psf) SPACING 2 -0 -0 CSI 11 DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.56 11 >706 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 I BC 0.57 Vert(TL) -0.57 11 -13 >701 180 BCLL 0.0 * Rep Stress Incr YES WB 0.87 Horz(TL) 0.14 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 153 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -11 -12 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3 -11 -11 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. l REACTIONS (Ib /size) 8= 1057/0 -2 -0, 2= 1183/0 -3-8 - — - Max Horz 2= 108(LC 6) Max Uplift8=- 574(LC 5), 2=- 737(LC 4) 1 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. I TOP CHORD 2 -3 =- 2716/2575, 3 -4 =- 2440/2305, 4 -5 =- 2985/2947, 5 -6 =- 2985/2947, 6 -7 =- 2453/2351, 7 -8 =- 2743/2701 BOT CHORD 2- 13=- 2342/2519, 12 -13 =- 2007/2293, 11- 12=- 2007/2293, 10- 11=- 2048/2304, 9 -10 =- 2048/2304, 8-9=-2479/2557 WEBS 3 -13 =- 255/358, 4 -13 =- 59/298, 4 -11 =- 750/869, 5-11 =- 476/572, 6 -11 =- 706/865, 6-9=-104/298, 7-9=-285/463 NOTES (10 -13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; 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. 1 1 1 I I I 15) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will \ \� \\ \ \ 1 f F1 // / / / / / fit between the bottom chord and any other members. \\ S . , ,(� � i / ' 6) All bearings are assumed to be SYP No.2 . • CENS • �` /� 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 4. L F 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 8 =57 ..- * li 2 =737. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. , o 34869 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any - particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. _ • 1 11) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) . : 12) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 3343 • • ••. 44 LOAD CASE(S) Standard T STATE OF \ ..` 1 -ORIOP •• O �. / / / / % p NIA-` \ \\,` N. November 30,2011 A WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MN -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. ', erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 I I I Sa Information atio control, from Truss I Plate Institute. 583 D'O ofno Drive, Madi WI 53719. ( Qualify Criteria, DSB -89 and BCSII Building Component -- Job Truss Truss Type Qty Ply 15101349 394552 T07 HIP 2 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:18 2011 Page 1 ID: IMCGEyk _YHPOFIF3gfloUSz8PBx -32iX fooduaLS02kMrV496 WkJJGWzYydfC5EMzyDz_N i- -2 31Q _i— 510 -14 _ I 11-0 -0 I 16-9 -0 i .. -- 22-6 -0 i 27 -7 -2 I 33-6 -0 i 355-0 2 -0 -0 5 -10 -14 5 -1 -2 5-9-0 5-9-0 5 -1 -2 5 -10 -14 2 -0 -0 Scale = 1:63.0 5x6 = 2x4 H 5x6 = 4.00H12 4 5 6 16; - ---..- • -- -- it 2x4 �,• e .� 2x4 n 3 7 N N 1 ..__— f31 -..— -4111111b - fst — Iml - \ A l.' B1 - --- 9 i� 3x8 14 13 12 11 10 308 == 3x4 = 3x4 3x8 3x4 = 3x4 = I - - - 8 - _.._- - -- -- - 16 9 - 0 - -_ - -- —_ — 74 - - --- I 33 I { . -__ -- 8-9-6 7 -11 -10 _ 7 -11 -10 8 -9-6 -9 -6 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.44 12 >901 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.47 12 -14 >852 180 BCLL 0.0 • Rep Stress Inc- YES WB 0.28 Horz(TL) 0.13 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 155 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -8 -1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -1 -10 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing 1 be installed during truss erection, in accordance with Stabilizer _Installation guide. REACTIONS (lb /size) 2= 1181/0 -3 -8, 8= 1181/0 -3-8 Max Horz 2= 106(LC6) s \ \\ \ \Ii IIi(1 / /// / Max Uplift2=-727(LC 4), 8=- 727(LC 5) ��\ S . S. K C ` // / �� i • FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. � i CENS F TOP CHORD 2 -3 =- 2707/2578, 3-4 =- 2404/2297, 4 -5 =- 2404/2414, 5-6 =- 2404/2414, 6-7 =- 2404/2297, i 7 -8 =- 2707/2578 r BOT CHORD 2 -14 =- 2259/2510, 13 -14 =- 1748/2078, 12- 13=- 1748/2078, 11- 12=- 1748/2078, o 34869 — 10-11=-1748/2078, 8-10 =- 2259/2510 - WEBS 3-14=-330/472, 4 -14 =- 221/367, 4 -12 =- 343/522, 5 -12 =- 348/408, 6-12=-343/522, — a r *, 6-10=-221/367, 7 -10 =- 330/472 - • • � .4i — NOTES (9-12) .<■•••, STATE OF - 1) Unbalanced roof live loads have been considered for this design. FCORI• Db , \ � � 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. 11; Exp C; enclosed; M WFRS (low -rise) and C -( / , S1 . , `Q \� Exterior(2) zone;C -C for members and forces & MFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 �� S� 3) 4) This Provide has been to or 10.0 psf live load nonconcurrent with any other live loads. ,// / O N - \ \ \ \ \\ 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 2 =727, 8 =727. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard I November 0,2011 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1417 -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporotion of component is responsibility of building designer - not truss designer. Bracing shown 1109 Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton, FL 33435 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7911 Quality Criteria, DSB -89 and BCSI1 Building Component I Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ----= - - - - Job — — Truss Truss Type -- Qty Ply 394552 708 HIP 2 1 15101350 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 -- - - - -- 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:19 2011 Page 1 — 20-0 6-10-14 ID: IMCGE YHPOFIF3 XEGvB? o00CiB4AdwvZ1JiJ3vwjcxiyLmusmuQyDz _M H ,20-0 10 -14 I 13- -0- 1 206-0 26-7 -2 2 -0-0 6-10-14 6-1-2 —{__ _ 33-6 -0 7-6 -0 6 -1 -2 6 -10 -14 - -I- 35$9 2 -0-0 Scale = 1:63.0 5x8 = 5x7 = 4.00 112 4 5 3x4 3x4 3 6 W3 + r 2 4 W1 �.P 4 Tfl d - ir' 61 — ... —1-41 - . _ - -_- - 432- -- '' ca _ - - -- 1, 1 _ __ -- - .. 7 8 tt �S 3x8 = 14 13 12 11 10 -- 9 .. 6 2x4 3x4 3x8 = 3x8 = 2x4 I I 3x4 =_ 3x4 = 6 -10-14 13 -0_p F - --- --- _ . _ _ -_- 20-6-0 26-7 -2 6 6 - - f - —7 - -- -- . �__ — .__ - - -_. 33 0 - 1 -- -- -- - - -- - - - -- 6-1 -2 -- 6 -10 -14 -7 Plate O ffsets (X Y): [4:0-5-4,0-2-81 [5:0-3-8,0-2-5] — — — LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.39 11 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.43 11 -12 >923 180 BCLL 0.0 * Rep Stress Ina* YES WB 0.47 Horz(TL) 0.13 7 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 157 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -2 -7 oc bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4 -11 ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer L Installation guide. l REACTIONS (lb /size) 2= 1181/0-3 -8, 7= 1181/0-3 -8 Max Horz 2= 118(LC 6) Max Uplift2= 717(LC 4), 7=- 717(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2678/2537, 3-4 =- 2077/2056, 4- 5=- 1929/2026, 5-6 =- 2078/2056, 6-7 =- 2678/2538 BOT CHORD 2-14=-2212/2477, 13 -14 =- 2212/2477, 12 -13 =- 2212/2477, 11 -12 =- 1596/1929, 10-11 =- 2212 /2477, 9-10=-2212/2477, 7 -9 =- 2212/2477 WEBS 3 -12- 602/665, 4-12 =- 199/352, 5 -11 =- 199/352, 6 -11 =- 602/665 NOTES (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will 1 1 1 1 1 1 fit between the bottom chord and any other members. \\ \� ti t I 1 11 6) All bearings are assumed to be SYP No.2 . `\ s S /i ��/ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 2 =717, �� "� \ • � 7 =717. ` ' �� CENSF •. §� 8) "Semi -rigid p tchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particujr • '* I building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 0 34869 fr 10) For special connections with reactons or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 ° • / _ 1 ( _ LOAD CASE(S) Standard 0 �♦ --• T . STATE OF \ F Pt ORIDP.•' r" fftllllt 1 November 302011 , ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability or design paramenters and proper incorporation of component is responsibility of building designer - not }runs designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB -89 and BCSII Building Component Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. �i Job _ Truss Truss Type Qty Thy 15101351 394552 IT09 HIP 2 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:20 2011 Page 1 ID: DYmeSIIcJbXFsvpFONpl1gz8PBw-? QgHOLp29Vg2hKC7TGYYFXc2G6xqRKFw _L 1- 2 -0-0_{.-- _ 7 -10-14 ._ I 15 -0-0 - -- a -6 -0 i 75- 7- 2_.._._ I 33-6-0 1 35-6-0 1 2 -0-0 7 -10-14 7 -1 -2 3-6-0 7 -1 -2 7 -10 -14 2 -0-0 Scale = 1:63.0 4.00 112 5x8 5x6 = 5 6 Ie: 3x4 5 _ - ___ -. _ _ -:11 3x4 3x4 5 4 7 3x4 • 3 O — 09 8 II vr, in 2 / 61� / ... 1 8 d C� / 4x5 -- - 16 15 14 13 12 11 4x5 =- - 2x4 I I 3x5 3x4 -- 3x8 -` 3x5 2x4 11 I -- _ - 7 -10-14 15 -0-0 � -F 18-6 -0 25-7-2 I ____- 33 -6-0 I - - - -- - -- � - - - - 6- — - -- - - 7- 10- 14 --- _- __..__ 7- 1 -2 - -_— - 3-6-0 - -- 7- 1_2 - - - -.. - -- 7 -10 -14 Plate Offsets (X Y) [2:0-3-2,0-0-21,15:0-5-4,0-2-81, [9:0- 3- 2,0 -0-2] I LOADING (ps0 I SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 i Plates Increase 1.25 TC 0.74 Vert(LL) 0.40 14 -16 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.42 14 -16 >938 180 BCLL 0.0 • Rep Stress Incr YES WB 0.81 Horz(TL) 0.13 9 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 160 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -4 -14 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-2 -6 oc bracing, Except: WEBS 2 X 4 SYP No.3 5-4-7 oc bracing: 13-14. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide. REACTIONS (lb /size) 2= 1181/0 -3 -8, 9= 1181/0 -3-8 Max Horz 2= 131(LC 6) Max Uplift2=- 705(LC 4), 9=- 705(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 2645/2543, 3-4 =- 1883/1896, 4 -5 =- 1814/1913, 5- 6=- 1731/1896, 6-7 =- 1815/1913, 7- 8=- 1884/1896, 8- 9=- 2645/2543 BOT CHORD 2 -16 =- 2209/2442, 15 -16 =- 2209/2442, 14 -15 =- 2209/2442, 13 -14=- 1412/1730, 12 -13 =- 2209/2442, 11 -12 =- 2209/2442, 9-11 =- 2209/2442 WEBS 3- 16= 0/252, 3-14=-777/857, 5-14 =- 271/331, 6 -13 =- 272/332, 8 -13 =- 776/857, 8 -11 =0/251 NOTES (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) his tss has been designed for 5) * This truss has been designed fora li e load of 20.Opsf on the bottom chord in all areas where a [ rectangle 3-6-0 tall by 2 -0-0 wide will \\ `\ �+! f f, 7 // // fit between the bottom chord and any other members. \ k / /, 6) All bearings are assumed to be SYP No.2 . \ ` , 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) 2 =705\ ' \CENSk- ' •. � �.[� 9 =705. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. — 0 34869 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particatar building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. — y _ 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) _ : f T 1 .1 / _ 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 • • \ • I, LOAD CASE(S) Standard .(\ •- STATE OF �\ � �s ' • ... RID „ \ , / / N [A \ \ \\ . Nove q0 , 2011 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE FBI -7473 BEFORE USE. Design valid to use only with Milek connectors. This design is based only upon porameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1 109 Coastal Bay Blvd. i is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton, FL 33435 erector. Additional permanent bracing o the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and SCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison. WI 53719. Truss Truss Type — - — Qty Ply -- 394552 T10 COMMON 2 1 15101352 Builders FirstSource, Jacksonville, F132244 -- Job Reference (optional) 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:20 2011 Page 1 ID: DYmeSIIcJbXFsv QgHOLp29Vg2hKC7TGYYFXc3Y6x3RPYw7WaLRsyD _L I_ - 2-0.0-f--- _- .- ..6 -L-8 1 11-5-4 I _._1&9-9________H 22 -0-12 27-4 -8 2 -0-0 6-1-8 5-3 -12 5 -3-12 5-3 -12 5-3 -12 - 6 11-8 35-6-0 -0-0 Scale = 1:61.9 4.00112 4x5 =_ 6 3x5 % 3x4 % 3x4 5 \ \T� 7 3x5 irr 4 Ft 8 2x4 d O 0 3 - , / s 4a 2x4 -;- 9 \ ••0 0 11.1.fr in 2 '. , - B1 411111111111111111 :, . b 3x8 -: 16 15 14 13 12 a o ,; 3x8 = 3x4 = 3x4 = 3x4 = 3x4 -_ 3x8 = 8-9-6 I -- -- - I -. - 16-9-0 33-6-0 - - - -- - -- 24 - 8 -10 - --- 8 -9-6 7-11-10 -_.. - -- .. -. -- LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.41 14 -16 >974 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.42 14 -16 >939 180 BCLL 0.0 * Rep Stress Incr YES WB 0.47 Horz(TL) 0.13 10 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 158 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -7 -12 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -0-12 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer Installation vide. J REACTIONS (lb /size) 2= 1181/0 -3 -8, 10= 1181/0 -3-8 Max Horz 2= 141(LC 6) 1 1 11 1 1 1/ Max Uplift2=- 694(LC 4), 10=- 694(LC 5) \ �\ \ \ \ ` S s, l l f f / � FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ �` � • ` �� TOP CHORD 2- 3=- 2693/2657, 3- 4=- 2408/2404, 4-5 =- 2351/2412, 5-6 =- 1705/1820, 6- 7=- 1705/1820, 7 -8 =- 2351/2412, 8- 9=- 2408/2404, 9- 10=- 2693/2657 BOT CHORD 2 -16 =- 2331/2495, 15- 16=- 1834/2056, 14 -15 =- 1834/2056, 13 -14 =- 1834/2056, O 348 69 12-13=-1834/2056, 10-12=-2331/2495 WEBS 6-14=-806/784, 7-14=-613/716, 7 -12 =- 236/384, 9 -12 =- 320/446, 5-14=-613/716, _ 1 / 5-16=-236/384, 3-16 =- 320/446 = 1 (J �/ J •., NOTES (8 -11) / r , 1) Unbalanced roof live loads have been considered for this design. T •. STATE OF 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -f �••(�1 �� v ORt . • �� Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 / /v /y S �� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. L/ A n 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will , / // 11 f 1 1 1 0 ' �\ \ fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 . 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =tb) 2 =694, 10 =694. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard November 50,2011 tl WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 7973 BEFORE USE. I Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 5 for an individual building component. Applicability of design paramenlers and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown JuliUS Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity of the 1109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 ' fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15101353 1 3Buil 7 Builders FirstSource, Jacksonville, Fl 32244 COMMON - - — -_ _ 2 j J s Aug Reference (optional) _ - - -- � 7250 s A 25 2011 MiTek IndusMes, Inc. Wed Nov 30 14:43:21 2011 Page 1 ID:DYmeSIIcJbXFsvpFONp11 gz8PBw- TdNgchggwpyvJTmJ 1_3nnk8ELWHHAs43LAKuzlyDz_N 1_2-9-0 6-4-8 _.I__ -_ 1i4 1 __._1`rit1 — 417 -6 -121 22-0-12 _.._1 27-4 -8 -F- . 33-6 -0 13_-0-- 2-0-0 6 -1 -8 5 -3 -12 4-6-0 1 -7-8 4-6-0 5-3 -12 6 -1-8 2 -0-0 Scale = 1:63.0 2x4 ll 4.00 [12 3x4 — 3x4 -_ 6 7 8 T 3x4 3x5 3x4 �-_� 3x5 5 4 10 e. 2x4 0 •��•. ' 2x4 i n 3 W 11 i- I \ . 3-1----- '1111111111 . / - id , 2 // 12 N d c / 3x8 18 17 _. 16 15 14 3x8 =- \_: , 3x4 — 3x4 3x8 3x4 3x4 - -- - - - - -- 5- 9 -0- -- - --- I 16-9-0 ; -_. 24-8-10 -- . - -- H _— __.__ 33-6-0 I 8 -9-6 7 -11 -10 .. - - - - -- . 7_11- 10 - - - __ - -- -- - -- 8 -9-6 Plate Offsets (X,Y): j6 0-2 -0 0 -2 -131, [8:0- 2- 0,0 -2 -13]_ LOADING (p51) SPACING 2 -0 -0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) 0.42 16 -18 >958 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) - 0.43 16 -18 >920 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(TL) 0.13 12 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 158 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -7 -13 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4 -0-13 oc bracing. WEBS 2 X 4 SYP No.3 r MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer _ Installation t_uide______ REACTIONS (lb /size) 2= 1181/0 -3 -8, 12= 1181/0 -3 -8 Max Horz 2=-136(LC 7) Max Uplift2=- 699(LC 4), 12=- 699(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 2697/2647, 3-4 =- 2406/2388, 4 -5 =- 2349/2395, 5-6 =- 1715/1817, 8 -9 =- 1715/1817, 9-10 =- 2349/2395, 10 -11 =- 2406/2388, 11 -12 =- 2697/2647, 6-7 =- 1588/1771, 7 -8 =- 1588/1771 BOT CHORD 2 -18= 2322/2499,17 -18 =- 1810/2048,16 -17 =- 1810/2048,15 -16 =- 1810/2048, 14-15=-1810/2048, 12-14=-2322/2499 WEBS 7-16=-758/747, 9-16 =- 590/676, 9 -14 =- 245/388, 11 -14 =- 326/459, 5 -16 =- 590/676, 5- 18=- 245/388, 3-18 =- 326/459 NOTES (9-12) ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 drainage 3) Provide adequate water 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \\ i i I Iif / :11. 7 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will \\' S S '/, fit between the bottom chord and any other members. s" • • • • �� 6) All bearings are assumed to be SYP No.2 . \ .( s 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =lb) 2=699,1' \` 12=699. 0 34869 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any partioM4- • building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) ; • •/ f r 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 3343 • 4 .(\ STATE OF . LOAD CASE(S) Standard � F�O ' RiO . \ N ove m ber q0 , 2011 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL 7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is tor an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility ot building designer - not truss designer. Bracing shown 1 109 Coastal gay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton, FL 33435 erector. Additional permanent bracing 01 the overall structure is the responsibility ot the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing. consult ANSI/TP11 Quality Criteria, DSB -89 and BCSI1 Bonding Component Safety Information available from Truss Plate Institute 583 D'Onofno Drive, Madison, WI 53719 L [ Job Truss Truss Type Qty Ply 394552 T11 GABLE 2 1 15101354 Builders F Firstsource, Jacksonville ---- Job Reference (optional) FI 32244 - 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:23 2011 Page 1 I ID: h kKOfelE 4 ug 6 U 30 Sy 4 LGZtz 8 PBv - P? VQ1NrxSQCdYnwi805Fs9Ee0K4Get3MpTp ?1ByDz -?0,_0_ 1 - - 2-0-0 16 -9-0 I - --- 331-0 r 3 � 16 -9-0 2 -0-0 Scale = 1:61.9 4.00 r12 3x4 =- 13 14 15 16 12 11 s 17 5x6 10 18 546 9 s 19 8 xi ar 6 • 7 - ..� • - S 10 4-11 S - ' 1 ST10 - z - 20 -21 22 23 5 4 -. g 7 3 s 24 3 S 1 s r R 41 ' - - - '€ ST. ST5 ST4 -3 $i4 25 26 • ;$ X:. �X X =I::X�X- �- - = X. X - vv� vw s 27 ion 6 Cr__ / / 3x4 3x4 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 5x6 = 5x6 -- 33-6-0 _- - -- 33-6-0 Plate Offsets (X Y)- [8:0-3-0 0�3 0] L 4:a2 O,Edge], [20:0 -3 -0 0-3-01„M:0-3-0 0 -3 -0] [42:0-3-0,0-3-01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.03 27 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.04 27 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.01 26 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 2041b FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing . be installed during truss erection, in accordance with Stabilizer I L - Installation guide. REACTIONS All bearings 33-6-0. (Ib) - Max Harz 2= 141(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28 except 2=-231(LC 4), 26=- 247(LC 5) Max Grav All reactions 250 Ib or less at joint(s) 2, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 26 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 10-11=-16/256, 11 -12 =- 16/294, 12 -13 =- 16/337, 13- 14=- 15/330, 14 -15 =- 15/330, 15 -16 =- 16/337, 16 -17 =- 16/294, 17 -18 =- 16/256 NOTES (12 -15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 4) All plates are 2x4 MT20 unless otherwise indicated. \ \ \ \ ([ [ i ] / / / 5) Gable requires continuous bottom chord bearing. \ `\\�� S / /y / // / 6) Gable studs spaced at 1 4 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • • ' ' • • t S i 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will •; \ \CENS. •. `,(� ,. fit between the bottom chord and any other members. -. 9) All bearings are assumed to be SYP No.2 . O 34869 * - 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 40, 41, 42, 43, 44- 45, 46, 47, 48, 49, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28 except (jt =lb) 2 =231, 26 =247. - , • , -' 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •- • / Z. 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any - particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 0 41 13) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) T •• STATE O F 14) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 334: °•(1'•. F LOR4O [ ' •'•\0\ • LOAD CASE w S) Standard � \• ' '// /oN \�\\\ \ November 40,2011 i A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII.7473 BEFORE USE. . Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 1 Applicability of design parameniers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee '., is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control. storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSII Building Component 1 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. N RI A m s 3 lit r; 5 , . - CA n3G�W ' ? = fr D 0 o D 1 = O 3 0r id^•m Q n o C O m �03c° n o P! Z 7 Z N S?� nQ O Q C Q C 0- 6 a r 3Q `. H °Q v ° Q O P 4 O m D a o D (p(p 3 n -0 n aaNn O ON c O = c (Q '- A a-0 ' • p Q O 3 an � N o o ° n ° C) ° 3 m < 0 ' ( x c`� D � CD o n � oa cD` � ' � ` � Q c' a ( °�„ 3o 9 n 0 oN , < 0 o °� O - 'oQ3oom (D a�� 0 a o Q m m -0 0 3 ` :3 3 (, ) Q D ' m z c n o ocQ -6.< ° QFP p Qna • Q __, -I L^ � OQQa - o D - o od Q ° - a" mo.� 3 ° Q 0 (-5. D a-,Z c Q r-. ( I 4-0 oc� ° c? 110 ° °• O v � 0 3 t O (° - p -- Z 7. mao O O (D <ce Q n0 0 0 3 0 0 -.0 N Q _ Q wf v ( 2- 0 C N C O ° O c NI ?� O n Q � �• Q O a Q -' -< (fl co z , o m -0 zn - ia'- TOP CHORD cn %, 7p cx ma0 W -+ �- O A�� m G a o o r O OD - - Z O C co 0 (H • 0a C H W WrfI N -e H a x� O P r m O 3 • N 0 O c ° c y m O O n A �./ N so O. u�i 0 ,, S c z O QV O o,O` rn 7^m C^� 03 m V P H N x' r N D H r O -0 x. D v ® N Po Oo wo y N O ° z 3 T N p W r Z aW = O ,,. r Q o H T �M o Qs ,w P A ° � ' 1!! m n n 11 1 D co OA N o � � W N H a 7 N (n A a TOP CHORD O N 0o V P (h A W N O V P (n A W N T 0> vi 0A 'o (DC N Op (-) O 6 3 r ai n n NC C Q '� Oa- `^z Q ay Q DD = z1.9, o o _ < �5- o 110 0 0 0 0 ° 0 o g3 a� 3 mn' o (D (D o -.' c oh o .< o -<m (0a -- L o , � 0 0 (a 0 oo 0 -_ coo 5 m m '- m?m z o o il < - n a m m 3m c � ° O -0 -g m3m a g -c 5 9- -o a-o aalp Q- - x - o° ao 3 0 ox c a n - o O 7 m s 5 o m o _ m m ' 2 s- O O 0 C)3 = c P. ° _ 3 o o a 3 • n m o m m x m 7 3 o m 0 m o m m 0 . c) o O m o > > o o n n3 ��- m N H o-`` . n 3 m3 � m3� �. c o - o p � � - 0 0 o a 7 mN m 3 00 Vin- o Q o xo O T (D w Q 1 m O a 7 0 7 m O N • g. m m-- 0 m m _ � m m 7 a, n 3 o- 0 - -, O mO , < (D 0 7 0 (p • -2 3 ' O 0. N O am O O 0 o 0 O n - -D n 3 0 � Qom m � � o o 00 c ? ,- ao -7 > N c o Q a7 7m mo ocr n < O co o m m oo �; co_ o � 0m oo � (0 0 �3 0� o 0 cn ' �a n .Q 0 o N � 5. 6 CD N N.' S -6' CD:. V 7 ao ? 'C L (CD)- � - O O m O am 9. D In . � o �3 mo° m g am 30 oc D ( a,ro m' N a - � ' Qg:',9. a - O O • S D `^ C •K , 3 O Q 9 `'R° O a 0 O- () a • O g. 0- n (9 II. N m 7 a o : 7 D n c s O ng �� =3 O 3 � c to q3 c m m m (o� o-m o7 a 3 o a= m c m c O 'm <�° • om , s- s ao � m .° nos zm °E 5 Z o° Q P: 2- m m ° -7 m o° Q C 2 5 . �o m m �� o mm °a 0 Oro m �c �o � 0 oa- a O �' T j 3 a O 3 a s a 7 N' D n 0 ? 08: N v Q O Z g 17,°-..5 f ` a s 3 3 Q(O < m � 0- - N y n ( O O 7 •< n 'o ' p . 7 � D C , p 7 c. a Q .--°- 0 0 m 0 O S ° Q O 2 N .c Q I O n UR. m O Q 3 0. s 7° m D (DO ON .- 7- ,T, m �S NO Q7 cN o co Nm a 3. 0 m - o o 7 ° 3 0 Q 0 3 m. 03 - a 00 Q f° a o o a H .".1 n N �. c O �. � o O - y3 00 a •o N 5 0 Vi . c N7 m_H7 (^m (D •r • m (� 3 S �.w a '^ m a o C1 C a .9' a 3. Sm m ° ° m ° ° ° _. 0 3 m o 7 m 7 7 m� m o 5 N�- C� ' - O S NS) 0 a O N (D N O m a N � O ~ ro 2 2, y 73 s o a� o c o 3 < m� CD 7 • 3 .< O R M N Julius Lee RE: 395822 - 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 Site Information: Project Customer: Beaches Habitat Project Name: 395822 Model: 1292 Lot/Block: Subdivision: Address: 4 Stocks Street City: Duval State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Paine, Lawrence A., PE License #: 21475 Address: 319 Oglethorpe Blvd. ` ?'0 City: St. Augustine State: Florida ° y' -, v w 17 a te ' General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawin g1 I Speccl Loading Conditions): 4' uS c a n Code: FBC2007/TPI2002 °' ° Design r N a g Design Program: MiTek 20/20 7.3 ` Q, C Q d Wind Code: ASCE 7 -05 Wind Speed: 120 mph v ` EP Cr , v 1-- P P Floor Load: 55.0 psf ,; v c E O Roof Load: 55.0 psf : L ' 3 C a' • a;R a o ❑ This package includes 9 individual, dated Truss Design Drawings and 0 Additional DraA g c' S`,„ , With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer tbii Oe* sheS conforms to 61G15- 31.003, section 5 of the Florida Board of Professional Engineers R Os.., `: c E w u This document processed per section 16G15- 23.003 of the Florida Board of Profession i R &i S T F-- I cr n the event of changes from Builder or E.O.R. additional coversheets and dra g�' kib_co y N this covershee t. The latest approval dates supersede and replace the previoumi aif0Qs g v) d No Seal# Truss Name Date ! n; _ a, z 1 15101406 j F01 Z: r $; iki J 3 15101408 F03 11/30/011 /30/011 L Y j o 6 J 11 /30/011. 4 15101409 F04 11 /30/0111 t i L • F' 8 C 6_ a 5 15101410 F05 11/30/011 '' v L'.v C. a 6 15101411 F06 11/30/011 /30/0111 �°:� � U Jr ' E , � c (( � ❑ E. 11 /30/01 c ` * , , 0 8 15101413 1F-KW 7 15101412 ' F07 9 15101414 T100 11/30/011 - U F w z t: o c >- is 4! C:5 w., ✓ G z 0 r. c. a. lin 1W F- �� L .. The truss drawing(s) referenced above have been prepared by MiTek �� , " Industries, Inc. under my direct supervision based on the parameters \\ \ `. \g . .'`'c , ;K ■ /. provided by Builders FirstSource (Jax). �) • ENSF'•. c(\ '.-- *k Truss Design Engineer's Name: Julius Lee :. - ' No 869 - My license renewal date for the state of Florida is February 28, 2013. - 7 • NOTE: The seal on these drawings indicate acceptance of 0 - i „ professional engineering responsibility solely for the truss STATE OF .� . components shown. The suitability and use of this component ••••. toRioP •• G \ ,: designer, peruANSI /TPI building Chapter 2 onsibility of the building / // , ' NA\ - , tuber 30,2011 1 of 1 Julius Lee - -- - -- - Qty - Ply - - [Jab Truss _- - Truss Type - -- Qt ` 395822 F01 FLOOR 20 1 ( 15101406 i_ Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:45:33 2011 Page 1 ID: DnAmLZkSkgvOlz e 0 -1-8 I I 1 -3 -0 H I ___... 1- 7-0 0- 10 -0 0 -10-0 I O T Scale = 1:15.4 1.5x3 = 4x6 I I 7x8 = 2x6 I I 8x12 = 2x6 I I 6x6 = 1 2 3 4 5 6 i -- -- - --- - -.__ T1 -- -- --- -- --- ^ w r 11-1 III rail VP f ' N , = q -- - - -- - — 1 I 1.5x3 = - III III 4 - -- — -- 14 o- 13 12 11 10 9 101 8 7 7x8 =_ 7x10 -- 2x6 I' - --- 8x14 MT18H = 2x6 II 3x6 II 6x8 = 1 __.. -- - __.. - -_ - -_ -.. 5 -10 -0 _ -- -.__ -_ - 6 - -- I - - - - - -- F -- .__...._ 1 .... } - 4 - 8 0 --- 1 - 0 --- Plate OffsetssX,Y): 120 -1 -8 Edge], 13 :0 -3-0 0 -0-0�, 16:0- 1- 8,0- 0- 8L[6:0- 1- 8,Edge], [70-3 0,Edge] [1001 8,Edge], 111 0 3- 0,Edge] 114:0_1- 8,0- 0-8L__ LOADING (psf) SPACING 2 -0-0 CSI I DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.94 Vert(LL) - 0.10 11 -12 >716 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.16 11 -12 >429 240 MT18H 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) -0.01 9 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 74 Ib FT = 11 %F, 11 %E j LUMBER BRACING TOP CHORD 4 X 2 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 8 -0 -0 oc purlins, except BOT CHORD 4 X 2 SYP M 31 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10 -0 -0 oc bracing: 12 -13. REACTIONS (lb /size) 13 =- 767 /Mechanical, 9= 4443/0 -3 -8 Max Uplift 13=- 914(LC 3), 9=- 1679(LC 6) \\\\01111/0 // Max Gray 13= 523(LC 6), 9= 4443(LC 1) \ \\ S S . K \`\ / // FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. •7 • TOP CHORD 1 -13 =- 479/829, 1 -2 =- 629/1176, 2 -3 =- 1547/3042, 3 -4 =- 1547/3042, 4 -5 =- 1195/2650, \GENSF • S i 5-6 =- 1195/2652 -- BOT CHORD 11 -12 =- 3042 /1547, 10- 11= -3042/ 1547, 9-10 =- 5919/2573, 8 -9 =- 5741/2506 o 34869 WEBS 4 -9 =- 5032/1920, 1 -12- 1525/816, 4 -10 =- 1293/3666, 2-12=-1190/2464, 2 -11 =- 1187/473, — r 3-10=-1062/351, 5-8 =- 302/68, 6-8 =- 3823/1724, 4- 8=- 1888/4452 = - : 1 . GrA / ." NOTES (12 -16) - : 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. T STATE OF .0 \ 3) All bearings are assumed to be SYP No.2 . �(ORA.: 011.....1.1t: � 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 914 Ib uplift at joint 13 and 1679 Ib uplift at / // �Q N ` joint9. / � 1 /// I �� \\ \ \ \\ 6) Load case(s) 1, 6 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9) CAUTION, Do not erect truss backwards. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 Ib down and 1297 Ib up at 7 -10-8, and 2597 Ib down at 7 -10-8 on top chord. The design /selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 14) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 15) Use Simpson THA422 to attach Truss to Carrying member LOAD CASE(S) Standard Except: Continued on- page November 3 0,2011 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ! Applicability of design paramenfers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the i 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job - - -- Truss Truss Type Qty PI I - — — Y Y 15101406 395822 F01 FLOOR 20 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:45:33 2011 Page 2 ID: DnAmLZk OMZJpQTrNaBBmshmiQk7ackekFS6QMViiltbfYD e LOAD CASE(S) Standard Except: 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 7- 13 = -10, 1- 6 = -100 Concentrated Loads (Ib) Vert: 6= -2817(F = -2597) 6) User defined: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 7- 13= -6(F), 1- 6= -12(F) Concentrated Loads (Ib) Vert: 6=1297 \\\ \11111// \\CENSF' <F� o 348 ' . . . . �� STATE OF F LO R %ON " % s s�ONAL \� � ' November 30,2011 r WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MIS7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding, Boynton, FL 33435 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Catena, D55 -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'OnoMo Drive, Madison, WI 53719. Job Truss Truss Type i Ply I -- _ - 395822 FO1A FLOOR 2 1 15101407 mob Reference (optional) - - --- -- - - --- -- Builders FirstSource, Jacksonville, Ft 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:45:34 2011 Page 1 ID:hzk9YvIkV 1tN7kaSYjL7Gz8P4A- 4CwxW9R5cgi2mvRtJPyzgn9yn8g8gvJexM1085yDyy= 0 -1-8 H -- 13-0 i :_. -_ - - -_ 1 -5 -12 --- ---- - -I F - 0 - - 14 - - d ! 0 -9-14 _ 00_ Scale = 1:15.2 4x4 = 1.5x3 I! 6x10 = 3x3= 1 2 3 5x7 4 6x8 = 5 61.5x3 = 1 1 1 1T -- 1 vl i =L t ' 1 f __ --- t 1.5x3 = L 4 e, 13 12 t1 10 9 8 7 6x10 = 1.5x3 11 2x4 II 4x5 = 1.5x3 11 5x7 - 5x14 1-4-8 5-10-4 + 6-6-0 I - --- - 1-4 -8 -- - i - - - - - _ _._ -- - -__ -_ -- I 8-0-0 8 -0-0 __ _. - -. 4 - 12 0 -7 - 12 - ._. - - -- -- 1 Plate Ed 0 3 3:0 e] Ed : [2:0- 1- 8 Y X Offsets ,,g,1- - ,ge], [4 0-3-0 Edgek16:0- 1- 8,0 -0-8], [6 0-t B,Ed a 0-3 -0 Ed - - �- ) �� 9 L 9e1 LOADING s S P ACING (p 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr NO WB 0.88 Horz(TL) -0.01 9 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 53 Ib FT = 11 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP M 31 TOP CHORD Structural wood sheathing directly applied or 8 -0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5 -10-12 oc bracing. REACTIONS All bearings 6 -0-0. (Ib) - Max Uplift All uplift 100 Ib or less at joint(s) except 13=- 492(LC 3), 9=-2400(LC 4), 12=- 204(LC 3), 11=- 322(LC \ \ \ ‘ \ I I 1 1110, // Max Gray All reactions 250 Ib or less at joint(s) 12 except 13= 256(LC 4), 9= 5756(LC 1), 11= 1054(LC 1), \ \\\ • ` � \ , / /i 1o= 1181(LC a) � �`CENSF . F� \ . / \ FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. * i TOP CHORD 1 -13 =- 253/498, 1 -2 =- 261/636, 2 -3 =- 650/1460, 3 -4 =- 2046/4661, 4 -5 =- 1015/2254, o 34869 / , — 5-6 =- 1015/2254 _ BOT CHORD 11 -12 =- 1460/650, 10- 11=- 1460/650, 9 -10 =- 1460/650, 8 -9 =- 4461/1965 -E. • 1 WEBS 4 -9 =- 3082 /1248, 1-12=-864/355, 2 -12 =- 529 /1120, 2 -11 =- 1027/326, 3 -10 =- 1151/2477, II •, %, 6-8 =- 3652/1644, 4 -8 =- 1556/3614, 3- 9=- 4110/1792 . � NOTES (12.15) .r\ STATE OF .•• . • 1) Unbalanced floor live loads have been considered for this design. ••,,Ft -ORIO ••• 0 • 2) All bearings are assumed to be SYP No.2 . i ,� �` \ \\ 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 492 Ib uplift at joint 13, 2400 Ib uplift at joint // /O N A\- \ \ \ 4) Non Standar bearing u Revi w�equ red. and 2506 lb uplift at joint 10. // "I/III I I 1 \ \ 5) Load case(s) 1, 4 has /have been modified, Building designer must review loads to verify that they are correct for the intended use of this truss. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 8) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9) CAUTION, Do not erect truss backwards. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 Ib down and 1297 lb up at 7 -9-12, and 2597 lb down at 7 -9 -12 on top chord. The design /selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 13) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 14) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard Except: Continued on_page 2 November 3 0,2011 ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing consult ANSI/1811 Quality Criteria, DSB -89 and 8CSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison WI 53719. • Job Truss -- — Truss Type Qty PI • 395822 FO1A FLOOR 2 1 15101407 Builders FirstSource, Jacksonville, Fl 32244 Job Reference (option() 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:45:34 2011 Page 2 ID: hzk9YvIk 1 tN 7 kaSYjL 7 Gz 8 P 4 A - 4 CwxW9R5cgi2mvRtJPyzgn9yn8gagvJexMlQ85yDyy= LOAD CASE(S) Standard Except: 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (pit) Vert: 7- 13 = -10, 1- 6 = -100 Concentrated Loads (Ib) Vert: 6=- 2817(F =2597) 4) User defined: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (pif) Vert: 7- 13= -6(F), 1- 6= -12(F) Concentrated Loads (Ib) Vert: 6=1297 - I S S • k � '0 _ o 34869 = I : / a T STATE OF '/ s • FtORION.•'• � � s o \\\\ - - - - -- -- - - - - -- November 30, 2011 a WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL 7473 BEFORE USE. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing f the overall structure t 9 e s the responsibility f o the building designer. P Y g e, D For general guidance regarding Boynton, FL 33435 Safety fabrication, information available y control, from Tru ss storage ss Plate Institute, 583 D'Onofrio D and bracing, consult Madison. WI 5 371 Criteria. , D58.89 and BCSII Building Component te f InraHo ailabss Plte e. rive M odison W 15 I . g, Quality Cr Job — - Truss --- Truss Type Qty Ply _ - -- - - - - - - - -- 395822 F03 FLOOR 15101408 14 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 — - -- - -- -- --- -- - --' -- — 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:45:35 2011 Page 1 ID: hzk9YvIkV 1tN7kaSYjL7Gz8P4A -YPUI kVSkN_ qu0303t7TCD ?hAjXWEZRTo90n_gXyDyy= 0 -1-8 Hi_ 1 347--H H_ - - - --i 0 -1 Sae = 1:34.2 4x5 = 4x5 = 1.5x3 = 4x4 • 1.5x3 I I 1.5x3 I I 4x4 = 1.5x3 1 2 3 4 5 6 7 8 9 10 `) 1 / \ I .., i 22 c 0 21 11, -- kg ! 4! �i \ �/ , --.. ■. ,•- a - I 20 19 18 17 16 15 - 14 13, - . 12 1 11 - 4x6 = 4x4 = 4x4 = 4x6 I i 1- 6 -0 4 -0 -0 6-6 -0 13-3-0 _ 2 -6 0 - -- - 2 -6- f 1 -6 -0 _ -_ -- 1-6-0 2-6 -0 2-6-0 6-9-0 l t + 15 -9 -0 18 3-0 19 -9 Plate Offsets (X,Y): [1:Edge,O 1 -8], [10:0 1- S,Edge] LOADING (psO SPACING 2-0-0 i CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.31 15 -16 >744 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.95 Vert(TL) -0.49 15 -16 >477 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.09 11 n/a n/a BCDL 5.0 Code FBC2007/TP12002 , (Matrix) Weight: 102 Ib FT = 11 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. REACTIONS (Ib /size) 20= 1066/0 -3-0, 11= 1066/0 -3 -0 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. \\ ` 1,,[ I I[ +cmo [ , l / 7 // T OP CHORD 20-21=-1061/0, 1- 21=- 1060/0, 11- 22=- 1061/0, 10- 22=- 1060/0, 1- 2=- 1093/0, �` ? , E ' / / / 2 -3 =- 2734/0, 3-4= 3772/0, 4 -5=- 4296/0, 5 -6 =- 4296/0, 6 -7 =- 4296/0, 7 -8 =- 3772/0, 8 -9 =- 2734/0, 9-10 =- 1093/0 \ \ C$F • ' � BOT CHORD 18- 19= 0/2061, 17- 18= 0/3381, 16- 17= 0/4135, 15-16= 0/4296, 14 -15= 0/4135, 13- 14= 0/3381, 12- 13= 0/2061 - 034869 • WEBS 10- 12= 0/1411, 1 -19= 0/1411, 9-12=-1346/0, 2 -19 =- 1346/0, 9 -13= 0/936, 2 -18= 0/936, - 1 8-13=-900/0, 3-18 =- 900/0, 8 -14= 0/543, 3-17= 0/543, 7 -14 =- 506/0, 4 -17 =- 506/0, _ • a 7 -15 =- 167/563, 4-16 =- 167/563, 5 -16 =- 269/41, 6-15 =- 269/41 - _ NOTES (6-9) ‚ (it ; 4 , 1) Unbalanced floor live loads have been considered for this design. T STATE • OF ` � 2) All plates are 3x3 MT20 unless otherwise indicated. '•. • •' �` 3) All bearings are assumed to be SYP No.2 . l� • • .. • ` �� 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. , ///// A 1 A i� \� 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to /7 , V ~ \ \ \`\ be attached to walls at their outer ends or restrained by other means. 6) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 7) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 8) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard j I November 30,2011 1 1 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee !I Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 L fabrication, quality control, storage, delivery. erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job — Truss — Truss Type Qty 'Ply 395822 F04 FLOOR 2 1 15101409 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 — - "- - -" ---- --- - -- - -- 7250 s Aug 25 2011 MTek Industries, Inc. Wed Nov 30 14:45:36 2011 Page 1 ID:A91XmFIMG19k HJn? FEagTz8P49-0b2ixrSM81y10DbFRq _RICEETxHO1rDx0gWXCzyDyy 0-1 -8 H I 1 -3 - 1 -9 -12 I 1 -8-4 - 0 -1-8 Sole = 1:34.2 1.5x3 -_ 1.5x3 = 3x6 II 3x6 11 2x6 H 6x10 '= 4x6 11 3x6 11 2x6 11 4x6 11 3x6 11 4x6 11 1 2 3 4 5 23 6 7 8 9 10 c 11 / 1 N = } f ` J 22 21 20 19 18 17 16 15 14 13 12 11 3x3 = 3x3 -= 1.5x3 II 4x4 = 3x3 Ii 5x7 = 3x5 =- 1.5x3 11 3x4 = 3x4 - -- 4x5 = 3x3 = f l 1— 1-6-0 i-- . _ 6 -2-4 _., . 7-6-12 10-0-12 15 -9 0 18 -3 0 -- - - -- i 19 1-6 -0 — -- 4-8-4 1 1-4 8 2-6-0 l 5 - 8 - - 2 - 6 - 0 t - 6 0 Plate Offsets (X,Y): [1:0- 1- 8,0 -0-8], [3A- 3- 0,Edge 7 0- 3 -0,0 -0 0 1 [ ] L0.0 -1 8 0- 0 = 81,L0 0- 3- O,Edge] (14_0 -1 8 Edge] [19.0 -1J8 Edge] - -- -- j LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.97 Vert(LL) -0.11 15 >999 360 I MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(TL) -0.17 15 >969 240 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.03 11 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) 1 Weight: 130 lb FT = 11 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.1D end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb /size) 22= 186/0 -3 -0, 11= 864/0 -3-0, 18= 1696/0 -3 -8 Max Upliff22= -89(LC 3) \`` i 1 II 1 1 I/ / // Max Gray 22= 325(LC 2), 11= 869(LC 4), 18= 1703(LC 5) \`�� C J S• 7�. i/ FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. �� ' �/ TOP CHORD 1-22=-326/80, 10 -11 =- 866/0, 2-3=-390/449, 3-4 =- 390/449, 4 -5 =- 631/0, 5 -23 =- 2469/0, \ �ICEN$F . /- 6-23=-2469/0, 6- 7=- 3004/0, 7 -8 =- 3004/0, 8- 9=- 2174/0, 9-10=-923/0 . BOT CHORD 20-21=-449/390, 19-20=-449/390, 18 -19 =- 984/0, 17 -18 =- 984/0, 16- 17= 0/1861, o 34869 15- 16= 0/3004, 14 -15= 0/3004, 13- 14= 0/2643, 12- 13= 0/1712 J WEBS 4 -18 =- 1759/0, 1 -21 =- 216/309, 4 -19= 0/960, 2 -21 =- 201/374, 3 -19 =- 406/0, 10- 12= 0/1192, - - ti 4-17= 0/1809, 9- 12=- 1071/0, 5.17= 1691/0, 9- 13= 0/626, 5- 16= 0/867, 8 -13 =- 637/0, 1. (jr. 6-16 =- 763/0, 8- 14=- 6/739, 7- 14= -309/0 ill ' � NOTES (g 12) -\ .... STATE OF . . \ 1) Unbalanced floor live Toads have been considered for this design. . •. • • �\ 2) At bearings are assumed to be SYP No.2 . / ,CC. l�s . I. • „,...\ C,‘\ \ "•• 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 Ib uplift at joint 22. 1 /O N A\- � \\ 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. /// 1 1 [ ] ] I I 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 601 Ib down at 10 -5 -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) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 ' Uniform Loads (p8) Vert: 11- 22 =10, 1 -10= -100 Concentrated Loads (Ib) Vert: 23=- 601(F) 1 November 30,2011 1 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 7973 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenfers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1 Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 1 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job - -- - - -- Truss Truss Type Qt Ply y -- - - 395822 F05 FLOOR 15101410 4 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MTek Industries, Inc. Wed Nov 30 14:45:37 2011 Page 1 ID: A91XmFIMGl9k _HJn ?FEagTz8P49- Unb49BT ub4cdNAS ?YVgIQnZ8Lmy1RD4dKG51OyDyy 0 -1-8 F 1 I— 1 -3 -0 I I--. 1 -9 -12 _-I F- 1 - -12 -- Scale = 1:17.8 1.5x3 =- 1.5x3 II 3x6 = 1.5x3 I I 1.5x3 I I 1 -- - -- — 2 3 4 5 6 7 -\■. 4 I . .40 , 1, II ii r :_ a --i it it , `i , 4 I Y ri 1 ' 1 4 \a/ . 14 13 - - - -. • 12 ' 10 9 8 1.5x3 I I 1.5x3 i l _._._ -- -- - — 6 -2 -4- - _ - H — _ .. _ __ 10-4 -0 I --_..- - -- 6-2-4 _.._ LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.03 13 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.04 13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 57 Ib FT = 11 %F, 11 %E LUMBER - _ - - - _ BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb /size) 15= 363/0 -3 -8, 8= 278 /Mechanical, 11= 468/0 -3-8 Max Gray 15= 370(LC 7), 8= 290(LC 4), 11= 503(LC 5) FORCES \\ \111111/// TOP CHORD ^ 15-16 0 369/0, 1 -16 =- 368/ 8 = 299 0,bt 2r 1 295/0, 2- 3=521/0h3 -4 =- 521/0, 4 -5 =- 294/0, 5-6 =- 294/0, 6-7= -294/0 ��\\ �',\ / ��/ BOT CHORD 13- 14= 0/521, 12- 13= 0/521, 9-10 =0/294 ■\ / i WEBS 4- 11=- 490/0, 1 -14= 0/375, 4-12= 0/414, 2 -14 =- 307/0, 7 -9 =0/392 �,CENSF ' �� / - NOTES (8 -12) •' r O 34869 * ' 1) Unbalanced floor live loads have been considered for this design. .... : ' 2) All plates are 3x3 MT unless otherwise indicated. _ a _ 3) All bearings are assumed to be SYP No.2 . _ - , : , •-i 4) Refer to girder(s) for truss to truss connections. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,� • ! \ 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks . ..‘"\ STATE OF .. \ be attached to walls at their outer ends or restrained by other means. �� ' • • Q • •' �� 7) CAUTION, Do not erect truss backwards. . ( : : ;. 1.R 1 1 \ 0 1...\\ ` 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particula / / � /w c1 � ..... \ 9) For spec al connections of the designer less per han 300 lbs. Use referenced by the building code. / / / f ! / 1 1 1 1 1 \\\ \ p typical toe -nail connection (refer to BFS detail package) 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 11) Use Simpson THA422 to attach Truss to Carrying member LOAD CASE(S) Standard November 30,2011 1 ' WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, 058 -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 395822 F06 FLOOR 4 1 15101411 - -- - Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14 :45:37 2011 Page 1 ID: A HJn? FEagTz8P49- Unb49BT_ ub4cdNAS ?YVgIQnY9Lj41Pa4dKG51QyDyyC 0 -1-8 Hi H 1-3-0 — l 1 -1-0 0 Seale = 1:18.2 3x4= 1.5x3 = 3x3 = 1.5x3 I I 3x3 = 1.5x3 = 1 3x4 2 3 4 3x3 = 5 6 - -- ... 4 - -- -- - — 4 _r 15 ,._ of L I 7 L 1 12 � 11 10 9 8 NVI I 'll 3x4 = 3x3 = 1.5x3 11 3x3 s 3x4 —3x3 3x3 _ 1-6-0 I - -- 1-6-0 F 6 -- — .. 9-1-0 - - - - -_. 10.7 0 ____..— J ... - 5-1-0 - -- — .— 2 -0 -0 1-6-0 Plate Offsets (X Y) 16:0 1- 8,Edge] I LOADING (psf) SPACING 2 -0-0 CSI DEFL in (lac) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) - 0.04 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) - 0.07 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 57 Ib FT = 11 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (Ib /size) 13= 562/0 -3 -0, 7= 562/0 -3-0 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \� \\\\11 II[ , / 77 / TOP CHORD 13-14= 552/0, 1 -14 =- 551/0, 7 -15 =- 556/0, 6-15 =- 555/0, 1 -2 =- 511/0, 2 -3 =- 1191/0, 3-4 =- 1191/0, 4-5 =- 1114/0, \ \\ S S' /� / 5-6=-525/0 \ / i \ BOT CHORD 11- 12= 0/ 967, 10-11= 0/1191, 9-10= 0/1191, 8 -9 =0/981 �.\CENS •. � % i WEBS 6- 8= 0/675, 1- 12= 0/655, 5-8=-634/0, 2 -12 =- 635/0, 2 -11 =0/410 _� NOTES (6-9) = 034869 * — 1) Unbalanced floor live loads have been considered for this design. _ 2) All bearings are assumed to be SYP No.2 . — _ 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 4 �� 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,,,/ 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks r \ STATE OF �C be attached to walls at their outer ends or restrained by other means. t`-c � F (OR]CP 6) This manufactured product is designed as an individual building component. The suitability and use of this component for any particu : � s� c� \ \\ building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. / ON M- 7) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) / //0/11110° 0 8) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard November $0,2011 1 r A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE USE. I Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control. storage, delivery, erection and bracing. consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component ' Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. i Job 1 Truss Truss Type — — Qty Ply 1 395822 F07 FLOOR 2 1 15101412 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 Mi Tek Industries, Inc. Wed Nov 30 14:45:37 2011 Page 7 ID:eMsvzam 1bHbcRuzZylpDhz8P48- Unb49BT ub4cdNAS ?YVglQnZfLge1Tv4dKG514yDyy 0 -1 -8 1 1 H 1 - 1 1 2 -0 -0 1 of1ye Scale = 1:17.2 1.5x3 H 1 2 3 4 3x6 = 5 -- - - , o w 12 o �_.. ' 1.5 ' 13 q ;; 1.5x3 - o w pm F — - ._ - - -- -- - -- -- - -_. - - - -- - -.._— - 9 -1 -8 - -- -- - -- _. -- 9 -1 -8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.00 10 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) - 0.00 9-10 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.06 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 L (Matrix) Weight: 501b FT =11 %F, 11 %E LUMBER -- - -- -- - __ BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. REACTIONS All bearings 5-2 -0 except Qt= length) 11= Mechanical. (Ib) - Max Gray All reactions 250 Ib or less at joint(s) 11, 6, 7 except 9= 325(LC 1), 8= 313(LC 1) \ ,,1ItIli(/, / FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \ \\ S S ` / /// WEBS 2 -9 =- 274/0, 4- 8= -297/0 ,. !\ 1, , • F • NOTES (6 -10) �10 1) All plates are 3x3 MT20 unless otherwise indicated. -- % 2) All bearings are assumed to be SYP No.2 . ' O 34869 * - 3) Refer to girder(s) for truss to truss connections. — _ 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. _ g `/tA a -. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fa to each truss with 3 -1Od (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) This manufactured product is designed as an individual building component. The suitability and use of this component for any particula° ' ' building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. T STATE OF \ 7) For special connections with reactions or uplifts Tess than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) ``.c\ ''•. •'•\ 9) Use Simpson THA422 to attach Truss to Carrying member e No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 � i� c\ 1 / / s /O A' ^ ` \\ 8) Truss Design Engineer: LOAD CASE(S) Standard /7 I I I I I I 1 l 111 \ i a i l November 30,2011 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. f Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component B responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery. erection and bracing. consult ANSI /TPI1 Quality Crlterta, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. ^- ;Job - - - - -- Truss -- - Truss Type Qty Ply '395822 F -KW FLOOR 15101413 4 1 Builders FIfS1S0urce, Jacksonville, Fl 32244 - -._ Job Reference (optional) 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:45:38 2011 Page 1 ID :eMsvzam_1bHbcRuzZylpDhz8P48 -y 9SMXUcrvCTFXIeYFOvgdJollAemwbEr _ ?eHsyDyy i Scale = 1:15.2 1 3x3 = 2 3 4 5 6 NI N 1 d qq 1 \\..,T T, ST 1 o IY I }© — — . - -. • 14 13 12 11 10 9 8 3x3 = 1 - -_ 14 _. -- - I - -- - -8 -0 4- 5-4 -0 ' _ - --. ___ - 1 - - - -I- -.-. 1-4-0 I_ _ 1-4-0 H 1-4-0 1-4 -0 1-4-0 �- -- LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 8 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) I Weight: 371b FT= 11 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 8 -0-0 oc purlins, except BOT CHORD 4 X 2 SYP No.2 end verticals. 1 WEBS 4 X 2 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 4 X 2 SYP No.3 REACTIONS All bearings 8 -0-0. (Ib) - Max Gray All reactions 250 Ib or less at joint(s) 14, 8, 11, 12, 13, 10, 9 \ / FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ • \ \ S S. k 0\011111/0/ / / // / NOTES (8 -11) ��CEN$F' <��\ 1) All plates are 1.5x3 MT20 unless otherwise indicated. .. 2) Gable requires continuous bottom chord bearing. O 348 * — 13) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). -- = ! 4) Gable studs spaced at 1 -4 -0 oc. _ , _ 5) All bearings are assumed to be SYP No.2 . • • — 1 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. : '• ��' 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. STATE OF \ 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particu :. • • r-1. O •' r\ ‘' building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. s 19) For s pecial connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) / / // v /� � \ \ \` 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 / / // O V I ~ ` t �� \\ LOAD CASE(S) Standard I I November 80,2011 ■ n Y WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 7473 BEFORE USE - Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design commenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 quality Crlteda, DSB -89 and BC511 Building Component Safety Intormatlon available from Truss Plate Institute, 583 D Onofrio Drive, Madison, WI 53719. Job Truss ._ - - -- -- - Truss Type Qty Ply - 395822 7100 SPECIAL 2 1 _ 3 Job Reference (optional) Builders 32244 ders FirstSource, Jacksonville - _ 7250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:45:39 2011 Page 1 ID:IV Whszvp_ UCpzN07LrTxIVz8P5G- QAAZtVEQDLKthKg6yX8Nrsxk9P9VGAN4eIBplyDyy I 3-4-11 _ ,_ - ... 6-7-9 I 910-$ { 13 -1 -7 I — 16-4-5 I 19-9-0 3-4-11 3 -2 -15 3 -2 -15 3-2 -15 3 -2 -15 I 3-4-11 Scale = 1:34.3 I I 3x6 - 2x4 I i 3x8 = 2x4 I I 3x4 = 3x8 = 2x4 I I 3x6 = 1 17 2 18 3 4 s _ __. n -._ ._ -- - 20 - 6 21 22 7 23 8 me i I irk BM J" er I ., ERN iii 16 15 14 13 12 11 10 IV 2x4 5x8 =- 3x8 -= 2x4 2x4 II 3x5 5x8 = 9 2x4 I I r 3-4 -11 --- 6 - 7 - 9 T { 9 -10-8 --- 13-1-7 16-4-5 _ 19 - 3 -11 3 -2 -15 3-2-15 - -._ 3-2-15 I - - - -- - I 3 -2 -15 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.19 12 >999 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.30 12 >781 240 BCLL 0.0 * Rep Stress Incr NO WB 0.46 Horz(TL) 0.04 9 n/a n/a I BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 281 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib /size) 16= 1298/0 -3-0, 9= 1302/0-3 -0 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \\ ` t t II WO / / CHORD 1 -16= 1239/0, 1-17=-3400/0, 2-17=-3400/0, 2 -18 =- 3400/0, 18 -19 =- 3400/0, 3 -19 =- 3400/0, 3 -20 =- 6080/0, \\ c �+ h // 4 -20 =- 6080/0, 4 -5 =- 6080/0, 5-6 =- 6080/0, 6-21 =- 3397/0, 21 -22 =- 3397/0, 7 -22 =- 3397/0, 7 -23 =- 3397/0, 8 -23= 3397/0, \\\ `� S. � . / // 14-15 �� i BOT CHORD 14 -15= 0/540/54 24, 13 -14= 0/5424, 12 -13= 0/5424, 11 -12= 0/5420, 10.11 = 0!5420 \ \ • \ `LENS F • 1 WEBS 1 -15= 0/3408, 2 -15 =- 400/0, 3-15 =- 2126/0, 3 -12= 0/689, 4-12 =- 400/0, 6-12= 0/693, 6 -10 =- 2125/0, 7-10=-399/0, 8-10=0/3404 1 o 34869 * = I • NOTES (10 -13) _ , 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: - ---- ' a Top chords connected as follows: 2 X 4 - 1 row at 0 -9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. — 'S . . Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. - STATE OF , � 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 • \� • / / � ' •, F'L OR(D P G connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Provide adequate drainage to prevent water ponding. (1 \ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / / / �/ 'O N A` \ \ 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will / / / / f f I I t t \ \ fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 . 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 Ib down at 2 -1-4 on top chord. The design /selection of such connection device(s) is the responsibility of others. 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 12) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 • LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.00, Plate Increase =1.00 1 Uniform Loads (plf) I Vert: 1 -8= -100, 9- 16 = -10 [Continued on page -2_ November J0 2011 , 1 f A WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPI1 Qualify Cdfeda, DSB -89 and BC511 Building Component Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison. WI 53719. Job Truss Truss Type Qty Ply 395822 T100 SPECIAL 2 15101414 3 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 - - - - -- -- - 7.250 s Aug 25 2011 Mir Industries, Inc. Wed Nov 30 14:45:39 2011 Page 2 ID:IV Whszvp_ UCpzNQ7LrTxIVz8P5G- QAjgZtVEQDLKthKg6yX8Nrsxk9P9VGAN4e1BplyDyy LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5 = -51 4 = -51 17= -51(F) 18 = -51 19 = -51 20 = -51 21 = -51 22 = -51 23 = -51 • \ � \\ \ 11 1 1111 1 / , \\\ S S. K < / / / ' • �� iCENgF � �� • o 34869 STATE OF / s s / 0NAL ? \ X11111 November 30,2011 a WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 511-7473 BEFORE USE. Design valid for use only with MWek connectors. This design 5 based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee o for laterol support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DS11-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. g o� r- ( f O,, N i D y r 0 • • :2 .R N pi 141111 4.1 NA ..)- . . Q _, J +�_ _ � 0 as - •m = n a m �o� ( ° n oa Z �� o O �(Q — o� - O Z N Q 90 O O O 3 p c p c a � C-< a , CD O S .Q y ° Q 3 a Q � °_ Q D p O n Z aoo o— . -0 Q a Q O oam ` Q Dc< oA a ° a 3 �� Z o nQO °o�° m ° o D �� P-Q '`13 3 o " " c <� 0 O, Q a f�_ ii c 5 a -+ ` ° N m a o o a 0- a� o • Q O O + O QjO O � �n 0 0 °- E o O � n0 3 Q � Q� N P � . O 0 H O .O M xe 5 n' Na ' O n 8 O o Q -cs,< z O O N a - n a • -� a 0__Q a -I , -- noO°- Q _ Q D aa-. Q o o•� • 3 0 m omn0 D m - •� Q (D 5 ' D na m 0 5. �j0 3 -• a 0jQ -. 5 Q O - D 2= Q rn - 3 O-. y O N O 0 O �O• 0 v_ =� 5.5 0 3 9 o 0-o m m 5-. Z ( a D o o m Q Q ° p o ° Q 3 QX T D ( ° . C N o O , • 2 N ° O O N =, C' Q C N o m ( c 0 Q O o Q -, 5 -- Q O a p 0 - x i° ,-,, (� po c x -n- O TOP CHORD co _, -,�o n O � � O m o 00 Z W �' O ' m Cl op= ma-. C Co , o (-•-) N C m� TZN O NVCJi - ZJ () NN ''"vD D ND C N rn W y O n �p ^' n °' N TI A _ O m ti m '-a , A- , O` U H 0 NT C g ,, O D7 O r - a--to rn m "'D O m n Cr H O rn V V O D y� V ® S N `�/ m 0 . m O A-., V A 70 m ti t O .Z7 a �• TI N n0 DN m Z c p D w n w 3 r- g W H - n - o a , • (Q Q ° A a v i a ° m �. 01 xi D 0 D � o T /i co c0 _, x 0 Q . W S Tin N x m 2 1V N Q TOP CHORD L it R) W V F- (n A W N O W V O" P' A W (J C) T 2 > 0 ?a< 0, -° (D � ° 0o n ° o � U ac a� n ( D n cc 'c So o n oa � o3 f ( aD Q Q c=,..-_-' _. ° • ,. < (D " j N D 0 - 0 m° 3 °_ ° - O m O cD T n a g ,. - m � O O m C/ O °_ o a ° a � moo o 8 = 2m 3 m - m ° _ —n o0. n< n•<m0 (° 0 -' cn n � ° ° ° m =.3 r n mm cr ° 0 N o � 0 0 0 °m 3 0 r 6 0_. Q (D (O O Q n n (O O N m '< N m m O < N 7 'p N m m (D 3 m (O (D 7 0 O C e (D = 0 ,, m a o 0 0 as a � °- 9 off∎ -a ms o° ° -0 n 2 � ° ° - o ' 0 ^ „.,-- a (O ° O O R ° ° O ; 3 • a m °, < m N m 7 3 3 ° m m (D - (t.' m O N 0 0 CD Q (' j ON ,`61 N a 0 ° 7 N Q- Q C ' 43 ,r,. ( O ° N� (D? N T m �0 _ ( p n th �a Q 6° (° X° -, T 3 p sr < 0 D a- 9 Q 3 .O a a7 ° ID _ co O NO O O 7 0 7. 3 Q O •V n 0 m o m ° -° . °- o S . o m g - 3m o 0° moo° Q c o 0 ° N 0-.(1)0. 2 (°- n ' 0 O 3 O n a N m c ° C P . /D o9 ° a2 ° U C n(D' ° .� 5 Q C m C N ° S fD O m N s ,3 m S a o n a N n (D m K S Q y O m O ' (D ( - 0 �.o mN mo° m 0 o am ° ° 30 o c ° n a - �m a� �o°a ° pn c -.< , 3 0 g (� 0 -0 o a ° ° . 0 - ,° n ° 0 c�zN m m -.n O 5 a n E- m� m �3 c m m mm col 0,4; g' o� m 3o fl- '� ° m = a m ° — O - ( o ° co p a FD, <. � a m N Q s ao p a ( w, a0 n o0 Zg m g.� Dpo -z ° a, 0 Q U I F o Q C O a 5 f 33 m c7 0 mm (°a o o � ° 5'' �Q= o ao 5 a o o a -- � n 7 °° ° O (D a O S D O 7 • N a < ° n D Q ' f ,9, ° 0. O ' Q (o R . N 0 - c 2 - r C' n (0 O O< '8 a - p H 7 y ° C , ° 7 a m G • O 0 ,, o - 0 O m O 3 S co a Q N ` Q ii 0 '-c O .° a m a: W Q -0 3 O. 3 0 0 0 0 • o- O. 7 --- o J p 0 0 0 a a j -.am O . D N m (D � o R qp f n° . c 0 g. 5 = O O " N 7 a 0 0 Q3 P O m 0 S 0 7 S. e O m R (fl Q • r li -3 na n m Q 7 D o ( m •=11.• 3 0 0n ( ° o o. a 0 � m0 3 0 _ m o(o pc o mm 0c° • ma -m ° m - g 5 m Q. R. a ° .m m 0 3 `D m o °' m o � o O 0 o m a ° o = � ° N Z m ° l 3 O m y. N ■ eve BM -1 Yb� 2 Pcs of 1 3/4" x 16" TimberStrand® LSL Beam (1.55E) TJ -Beam® 6.35 Serial Number: User 2 6/26/2009 4:44:06 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED 4 4 1. , 5 . Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Floor(1.00) 143 53 1' - F07 Point(lbs) Floor(1.00) 200 75 2' - F05 Point(lbs) Floor(1.00) 200 75 4' - F05 SUPPORTS: Input Bearing Vertical Reactions Detail Other Width Length (Ibs) Live/Dead/Uplift/Total 1 Timberstrand LSL 3.00" Hanger 381 / 187 / 0 / 568 Custom Custom Accessory Beam Detail 2 Stud wall 3.50" 1.50" 362 / 179 / 0 / 540 Al: Blocking 1 Ply 1 3/4" x 16" TimberStrand® LSL Beam (1.55E) -See iLevel® Specifier's /Builder's Guide for detail(s): Al: Blocking -User specified custom detail for support: 1. DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 550 368 11573 Passed (3 %) Lt. end Span 1 under Floor loading Moment (Ft -Lbs) 656 656 28178 Passed (2 %) MID Span 1 under Floor loading Live Load Defl (in) 0.002 0.115 Passed (U999 +) MID Span 1 under Floor loading Total Load Defl (in) 0.003 0.229 Passed (0999 +) MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL:U480,TL:U240). Bracing(Lu): All compression edges (top and bottom) must be braced at 5' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: OPERATOR INFORMATION: BEACHES HABITAT Gary Page DUPLEX Builder's FirstSource 6550 Roosevelt Blvd. Jacksonville, FL 32244 Phone : (904) 772 -6100 Fax : (904) 772-1973 gary.page @bldr.com Copyright Ci 2009 by iLevel®, Federal Way, WA. TSmberStrand0: and TimberStrandcs are registered trademarks of iLevel®. T:\ENG71\jobs\308\308426\308892\BM-1.sms eve BM -1 2 Pcs of 1 3/4" x 16" TimberStrand® LSL Beam (1.55E) TJ -Beam® 6.35 Serial Number: User:2 6/26/2009 4:44:07 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code SBCC analyzing the iLevel® Distribution product listed above. -Note: See iLevel® Specifier's /Builder's Guide for multiple ply connection. Operator Notes: USE SIMPSON THA422 TO CONNECT TO F04 PROJECT INFORMATION: OPERATOR INFORMATION: BEACHES HABITAT Gary Page DUPLEX Builder's FirstSource 6550 Roosevelt Blvd. Jacksonville, FL 32244 Phone : (904) 772-6100 Fax : (904) 772 -1973 gary.page @bldr.com Copyright 'S'; 2009 by iLevel" Federal Way, WA. TimberStrandr and TimberStrand® are registered trademarks of iLeveloo;. T: \ENG71\ jobs \308 \308926 \308892 \BM -1.sms NOTICE OF COMMENCEMENT Permit No. la" 30/9 f /1 ` 3COa0 Tax Folio No. State of Florida County of Duval To Whom It May Concern: The undersigned hereby informs you that improvements will be made to certain real property, and in accordance with Section 713 of the Florida Statutes, the following information is stated in this NOTICE OF COMMENCEMENT. Legal Description of property being improved: Lot 4, Block 152, Section "H ", Atlantic Beach, as recorded in Plat Book 18, Page 34, of the current Public Records of Duval County, FI. Address of property being improved: 790 and 800 Stocks Street, Atlantic Beach, FL 32233 General description of improvements: Construct residential attached single family houses Owner: Habitat for Humanity of the Jacksonville Beaches Address: 1671 Francis Ave., Atlantic Beach, FL 32233 Owner's interest in site of the improvement: Fee Simple Titleholder (if other than owner): __ _ 181 .. i Name: . 1 + I t Address: IF. FAIT p �°P II 1 Contractor: Habitat for Humanit of the Jacksonville Beaches F 1111 4 Address: 1671 Francis Avenue, Atlantic Beach, FL 32233 q / Phone No.: 904 - 241 -1222 Fax No.: 904 - 241 -4310 Surety (if any): Address: Amount of bond $: Phone No.: Fax No.: Name and address of any person making a loan for the construction of the improvements: Name: Address: Phone No.: Fax No.: Name of person within the State of Florida, other than himself, designated by owner upon whom notices or other documents may be served: Name: Address: Phone No.: Fax No.: In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.06(2)(b), Florida Statues. (Fill in at Owner's option) Name: Address: Phone No.: Fax No.: Expiration date of Notice of Commencement (the expiration date is one (1) year form the date of recording unless a different date is specified): 12/31/12 ' . .1 ^4 . *A r..011 wit•ery lit.4 kfilgt 4, 4 ■ P, . 4 i fe v bp ti. t i . • , .. i. 1 August 10, 2010 T -BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY ST - T -BRACE 2 1 11 1 J MiTek Industries, Chesterfield, MO Page 1 of 1 Vi M Note: T- Bracing / 1- Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. f i f u Note: This detail NOT to be used to convert T -Brace / I -Brace MiTek Industries, Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T -Brace size Nail Size Nail Spacing for One -Ply Truss 2x4 or 2x6 or 2x8 10d 6" o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T -Brace / I -Brace Web Size 1 2 (On Two -Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace 2x6 I-Brace 2x8 2x8 T -Brace 2x8 I -Brace Nails Brace Size \\\ for Two -Ply Truss Specified Continuous k `' •� Rows of Lateral Bracing \ SPACING � Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace WEB A- 2x6 2x6 T -Brace 2x6 I-Brace k'\\ \ „1 2x8 2x8 T -Brace 2x8 I -Brace T -Brace / I -Brace must be same species \\\\\ and grade (or better) as web member. • / T -BRACE \‘....\___\ ----------------------2 \o‘11111t////, ,' ,�\J� ' .. CENS • ` „ / i r Nails / Section Detail -- * ' N• 34869 ' • * ec. T -Brace 7.-' '23 i s w= ; p 6/ : tV; STATE OF ., • Web ! • F LORIDP •' c,;\∎ Nails 1109 COASTAL BAY ism BOYNTON BC, FL 33435 Web I I -Brace Nails/ • OCTOBER 25, 2010 TRUSSED VALLEY SET DETAIL ST- VALLEY HIGH WIND1 MiTek Industries, Chesterfield, MO Page 1 of 1 1ILQ GENERAL SPECIFICATIONS I to 1. NAIL SIZE = 3" X 0.131" = 10d n 2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek Industries, Inc. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A GABLE END, COMMON TRUSS 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. / 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01 11 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. 1 - - 1 I I - i1 - - - 11 I - �— II I - - 1j - -- 11 I I' it I II it 1I I II II I II II 1 PI 11 Plp 11 II �I 11 II II II II l ' I " N l i � / .1 1 II I � Y I I I I I� II I ,4411.10Pr BASE TRUSSES VALLEY TRUSS TYPICAL — --- - - - - -- -- — - ------------ — VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS ___ ---- P 72 OR GIRDER TRUSS il 1 1 T : - / \ - Ng gill" 0 / // SEE DETAIL A BELOW (TYP.) \\ SECURE VALLEY TRUSS W/ ONE ROW OF 10d WIND DESIGN PER ASCE 7 -98, ASCE 7 -02, ASCE 7 -05 NAILS 6" O.C. MAXIMUM WIND SPEED = 146 MPH MAX MEAN ROOF HEIGHT = 30 FEET ATTACH 2x4 CONTINUOUS N0.2 SYP ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 TO THE ROOF W/ TWO USP WS3 (1/4" X 3 ") CATEGORY II BUILDING 1 \ WOOD SCREWS INTO EACH BASE TRUSS. EXPOSURE C I WIND DURATION OF LOAD INCREASE : 1.60 F\,, �\N \ \ d I I I d / / / // MAX TOP CHORD TOTAL LOAD = 50 PSF \\\ uS S. /( /i MAX SPACING = 24" O.C. (BASE AND VALLEY) � � �. � MINIMUM REDUCED DEAD LOAD OF 6 PSF I � '� J • • \CEN4. .. X\ ', ON THE TRUSSES • ' * . 7k ��N 34869 � \ � � _ i Ni i W ;�' • A . . STATE E OF OF DETAIL A F�ORIOP.•' C N (NO SHEATHING) ' / /, \��o N.T.S. 1109 COASTAL BAY BOYNTON BC,FL 33435 JANUARY 1, 2009 LATERAL TOE -NAIL DETAIL ST- TOENAIL SP 1 11 1 (R} MiTek Industries, Chesterfield, MO Page 1 of 1 likill OD NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER u 1 AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND l II i EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. U__ /J I n 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH f 1�/�I 1 AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek Industries, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF -S O .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR J 162 108.8 99.6 86.4 84.5 73.8 ILLUSTRATION PURPOSES ONLY in ri Z • .128 74.2 67.9 58.9 57.6 50.3 0 .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW in .148 81.4 74.5 64.6 63.2 52.5 M 3 NAILS WA NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL. NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. 1111 NEAR SIDE EXAMPLE: KIN (3) - 16d NAILS (.162" diam. x 3.5 ") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity -© \ANGLE MAY ---,, \ ANGLE MAY \ ANGLE MAY VARY FROM \ VARY MA 3 ° TO 60 ° ROM VARY FROM 30°T0 60° 45.00° \` 30 °TO 60° 45.00° 45.00 ° 7/ . 2 I 1 A \ „„„11,1„,,, �`. ,, ,s S. k < 0 -J ocENS ..�% • * • • N 34869 _13 • l �LI1 � _ ;,0 • 6/22/11 ' i.u; STATE OF % ....FCORiDP 09 ■ , /7, ON 1 AV- \ \0 � 1109 COASTAL BAY BOYNTON BC,FL 33435 FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST- STRGBCK tl 1 �R� MiTek Industries, Chesterfield, MO Page 1 of 1 i\\ TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, ., \ 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MiTek Industries, Inc. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING WEB WITH 3 10d NAILS USE WITH (3) - 10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH () (0.131 x 3) (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131"x 3 ") \ \\ ATTACH TO VERTICAL \ / WEB WITH (3) - 10d NAILS (0.131 "x 3 ") 50.101IN I Nig IIWN AMIlly` i BLOCKING BEHIND THE % "-- ATTACH 2x4 VERTICAL TO FACE CHORD ATTACH TO C VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND AT AT TA TWO C x R" RECOMMENDED WHILE BOTTOM CHORD WITH (2) - 10d WOOD SCREWS (.216" DIAM.) NAILING THE STRONGBACK \ NAILS (0.131" x 3 ") IN EACH H CHORD w ir1Y4L m■w aprAhli\' I I gi r r 'I, rill / / / `\ USE METAL FRAMING ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD WEB WITH (3) - 10d NAILS (0.131" x 3 ") STRONGBACK (DO NOT USE (0.131" x 3 ") DRYWALL TYPE SCREWS) \` \ oilIII/0 , TRUSS 2x6 4 -0 -0 WALL r BLOCKING \\ ` ` ) STRONGBACK (TYPICAL SPLICE) (BY OTHERS j., \ (BY OTHEF�) ` w.. S {� �� ( ) � . EN �� ., , ■ ■ \C SF �' * N i 34869 �` g 6/22/11 STATE OF .. THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, 'i (ORIDP. •'' j� DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' -0" LONG ��i S \ ‘\\ ��\ SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) 10d NAILS ' /,,, �� (0.131" x 3 ") EQUALLY SPACED. / 0 1 1 1 1 1 1 0 ALTERNATE METHOD OF SPLICING: 1109 COASTAL BAY OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' -0" AND FASTEN WITH (12) - 10d BOYNTON BC, FL 33435 NAILS (0.131" x 3 ") STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) 4 • f r4 r� CITY OF ATLANTIC BEACH j 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 INSPECTION PHONE LINE 247 -5814 * 4J310 r� Application Number 11- 00003019 Date 1/04/12 Property Address 790 STOCKS ST Application type description SINGLE FAMILY DWELLING ATTACHED Property Zoning TO BE UPDATED Application valuation . . . 75000 Application desc NEW SINGLE FAMILY ATTACHED Owner Contractor BEACHES HABITAT BEACHES HABITAT 1671 FRANCIS AVE. 1671 FRANCIS AVENUE ATLANTIC BEACH FL 32233 ATLANTIC BEACH FL 32233 (904) 241 -1222 (904) 241 -1222 Structure Information 000 000 Construction Type TYPE 5 -A Occupancy Type RESIDENTIAL Flood Zone ZONE X Permit SINGLE FAMILY ATTACHED NEW Additional desc . Permit Fee . . . 380.00 Plan Check Fee . . 190.00 Issue Date . . . Valuation . . . . 75000 Expiration Date . 7/02/12 Special Notes and Comments *2007 FLORIDA BUILDING CODE W/2009 REVISIONS NATIONA1 ELECTRIC CODE *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS *PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS Avoid damage to underground water /sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed, call 247 -5834. Full right -of -way restoration, including sod, is required. Roll off container company must be on City approved list and container cannot be placed on City right -of -way. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to start of construction. Other Fees STATE DCA SURCHARGE 5.70 DEV REVIEW- SINGLE nTL+'S 5 & 2-FAM 50.00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITt��I�'AANATICigATC T t9lrPaiOC D THE FL(I t 0 A 0 0 BUILDING CODES. - !A i ' le^i `. �; " CITY OF ATLANTIC BEACH 1. �; 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 `'" ; INSPECTION PHONE LINE 247 -5814 Page 2 Application Number 11- 00003019 Date 1/04/12 Other Fees STATE DBPR SURCHARGE 5.70 SEWER SDC- SYSTEM DEV CHG 4050.00 UTIL REV RESIDENTIAL BLDG 50.00 WATER CONNECT /METER ONLY 185.00 WATER CROSS CONNECTION 50.00 WATER SDC- SYSTEM DEV CHG 1140.00 Fee summary Charged Paid Credited Due Permit Fee Total 380.00 380.00 .00 .00 Plan Check Total 190.00 190.00 .00 .00 Other Fee Total 5636.40 5636.40 .00 .00 Grand Total 6206.40 6206.40 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. BUILDING PERMIT APPLICATION ' CITY OF ATLANTIC BEACH 800 Seminole Road, Atlantic Beach, FL 32233 Office (904) 247 -5826 Fax (904) 247 -5845 fob Address: 7R ,`��G,K4, i_ Permit Number: /l - 3o/ 9 ,egal Description 2 or AI r'°t 1S2 .S= JoA) Parcel # Floor Area of Sq.Ft. Sq.Ft jaluation of Work $ 7.f cx? -0o Proposed Work heated /cooled /z./2.. n heated /cooled -T , lass of Work (circle one): ew' Addition Alteration Repair Move Demolition pool/spa window /door Ise of existing /proposed structure(s) (circle one): Commercial TecidentD ,- � f an existing structure, is a fire sprinkler system installed? (Circle one): Yes N /A 'lorida Product Approval # or multiple products use product approva orm )escribe in det ail the type of work to be performed: C -.�tis' ) 9 r"ts ;d 9 e,,,.,,A �,,1 �r� r - A 7 � "R_jvl s I 1 )a �..i e"S , -St z , 5 5 - <' k 5 5 7 .- r - - : 'roperty Owner Information: Fame: §i.,p-vL �' )- Address: 14'7, /3 J as ity 1 c �,.. StateFZ -Zip ... 31.77-T? Phone e?r;)%9-.- 1-- / 7-2-?— -Mail or Fax # (Optional) q4))1_ - 9/--, J3' , ' ontractor Information: B e y 6 ` �-,�,� Qualifying ompany Name: s � r�rt. :--P � =• I.�� ual' fyi ddress: /67/ fir-c.-Az.; 'j : mac City A !- I A ent: „., State FL- Zip -3 L ffice Phone -�— ,)'2--7-2 Job Site/ Contact Number ,, ,a-/ -33. Z t- - Fax # .1.- 2. /)._ -y.3) t> tate Certification/Registration # a 3 95 l i / t�,,� -„ rchitect Name & Phone # ��+►" ngineer's Name & Phone # et _ rr.,. -w_ , , L e- Z) -T � _ __ :.e Simple Title Holder Name and Address onding Company Name and Address Min fortgage Lender Name and Address i ll i ri l l plication is hereby made to obtain a permit to do the work and installations as indicated. I certify tha _ � '4,,, ,, ��__, - - ; .f` i prior to the nuance of permit and that all workwill be performed to meet the standards of all laws regulating cons - .- .ecomes null d void if work is not commenced within six (6) months, or if construction or work is suspended or abandoned fora eriod of six (6) months at any time ruler irk is commenced. I understand that separate permits must be secured for Electrical Work, Plumbing, Signs, ells, Pools, Furnaces, Bo Heaters, inks and Air Conditioners, etc. WAG 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 COM1VIENCE1VIENT. :ereb certify that I have read and examined this a placation and know the same to be true and correct. All provisions ?flaws and ordinances governing this re of work will be complied with whether specif ed herein or not. The granting of a permit does not presume to give authority to violate or cancel the 'visions of any other federal, state, or local law regulating construct or the performance of construct gnature of Owner � � �� Signature of Contractor / --( ' + ( �___, int Name ckw) Fii ,,, S Print Name vorn to and subscribed before me Sworn to and subs ribed before e is __�°( pay of bP.@rt41:r4. , 20 ( 1 this l'1 Day of 46 cede 1. , 20 I / / ,l ter.- ♦ IPA ,,,V1::11 ��o: y Public tri " Notary • PubHc - State of Florida ■ `. ' Public /4 ) Notary - State of Florida N,� j�� o` My Comm. Expires Jun 10, 2013 1 ?N M �Co "�; -,orj :� Commission # DD 897794 1 �' %;F O e "`�e Tstr #897794 On 10, 2013 unoa I td y (0�0a b b N - O "C oo v FA v' � w N „ 51 w N — M p C 3 6 0 4 :. ' > -1 c cA ii4 O Y 7 to v A v , ,.0 c ri • . , n 0 O d - � fLUF o . rtc d cp 0 o e a .. r1 �' o�� a P (D i r o 0 - . , - o b O. O ° D r C.) 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C e p �. 0 . - C 0 A D •-s. a�� a� z ..� ,o'o d o � 0 a 9 C ( 0 0 o o= 0E-• P 7 • s I,a,v� City of Atlantic Beach \ r �' APPLICATION NUMBER y Building Department (To be assigned by the Building Department.) 800 Seminole Road n // f / 4, j µ '` Atlantic Beach, Florida 32233 -5445 \)1/ _.° Phone (904) 247 -5826 • • Fax (904) 247 -5845 '• "=! x E -mail: building- dept @coab.us Date routed: /2/9/// City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 79 e ..Cra e ,Ls ST s - • - ent review required Yes No / . .•.� Applicant: 5 A CS /IC4) . 7)/ di Planning & Zonin•, _1•7 ire- in II I strator Project: >1 q A A-77,; // Ali 4 (', h ' ubl • rks J " . =•' Utilities Public Safety Fire Services L s ( / ' : : Dept Signatur et Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. Denied. (Circle one.) Comments: BUILDING �� P - NING & ZONING Reviewed by: g2/7,/24... / � Date: /412 w o -E ADMIN. Second Review: ['Approved as revised. ❑Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: Approved as revised. Denied. Comments: Reviewed by: Date: Revised 05/14/09 PLANNING & ZONING DEPARTMENT PLAN REVIEW CHECKLIST At INF APPLICANT BEACHES HABITAT 15 PROJECT LOCATION 790 STOCKS STREET i City of Atlantic Beach CONTRACTOR /OWNER BEACHES HABITAT I BEACHES HABITAT 800 Seminole Road Atlantic Beach, FL 32233 (X NEW SINGLE - FAMILY SIGN PERMIT (P) 904.247.5826 r NEW TWO- OR MULTI - FAMILY r FENCE OR POOL PERMIT (F) 904.247.5845 www.coab.us r REMODEL OR ADDITION r LANDSCAPE PLAN E NEW COMMERCIAL r OTHER SFAT 11 00003019 Application Number NOTES: PROPOSED TWO (2) STRUCTURES ON PARCEL, EACH CONTAINING TWO (2) SINGLE - FAMILY ATTACHED DWELLING UNITS. LOT 1 SETBACKS = 27' F, 43' R, C17.5' 5; LOT 1 IMPERVIOUS SURFACE AREA = 25.6 %; LOT 1 PARKING = MIN 2. COMPLIES WITH: COMPREHENSIVE PLAN DESIGNATION? _r YES NO RM ZONING DISTRICT DESIGNATION? r YES r NO RG REQUIRED SETBACKS? ig YES r NO 27'F / 43'R / C17'S MAXIMUM HEIGHT? r YES r NO <35' MAXIMUM IMPERVIOUS AREA? r YES r NO <50% (25.6 %) REQUIRED PARKING? r YES r NO MIN 2 # SPACES SIGN PERMIT CHECKLIST F .-- FREESTANDING HEIGHT OF SIGN DIMENSIONS SQUARE FOOTAGE ILLUMINATION DISTANCE FROM PROPERTY LINE(S) FASCIA (WALL) NUMBER OF SIGNS ILLUMINATION METHOD OF MOUNTING OTHER LANDSCAPE PLAN REQUIRED r` YES rX NO REVIEWED BY: ERIKA HALL, PRINCIPAL PLANNER DATE REVIEWED 12/19/2011 COMMENTS PROVIDED TO APPLICANT: r YES r NO DATE PROVIDED APPLICATION APPROVED r YES r NO QA,V DATE APPROVED /19/2011 Version 2.28.2007 C = \ City of Atlantic Beach D 2 APPLICATION NUMBER \ Building Department (To be assigned by the Building Department.) 800 Seminole Road c �, � Atlantic Beach, i 3 5445 // —. / / ~~ Phone (904) 247 Flor 5826 da Fax 2233 (904) 247 -5845 .�' ✓ j3� E -mail: building- dept @coab.us Date routed: /z /9 // City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 79 . . D — D e's S T s - • . , II ent review required lin No Applicant: g eA J y - 7?- ✓ • Planning & Zonin. strator Project: h A /9-77); / J4L7T . Chi 1 _ / - Public Safety Fire Services _- Review fee $ Dept Signature Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By _ Florida Dept. of Environmental Protection Florida Dept. of Transportation St. Johns River Water Management District Army Corps of Engineers Division of Hotels and Restaurants Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: 24proved. ❑Denied. (Circle one.) Comments: I (BUILDING _� fJC 94- PLANNING & ZONING l Reviewed by: ,%7 Date: Ai "mac 1/ TREE ADMIN. Second Review: Approved as revised. enied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: ['Approved as revised. ❑Denied. Comments: Reviewed by: Date: Revised 05/14/09 i! >>7� ;.. City of Atlantic Beach APPLICATION NUMBER ri d � Building Department 'l/ (To be assigned by the Building Department.) v b 800 Seminole Road // r •'1 -� Atlantic Beach, Florida 32233 -5445 U _ Phone (904) 247 -5826 • Fax (904) 247 -5845 ;; ls)% E-mail: building-dept@coab.us Date routed: /Z /9 // City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 29. S7 C Es ST : - • - ent review required Yes No Applicant: ite A S #714) 7-7?" i • Planning & ZoninMililliilll (� .h7 strator _- Project: d� A �-� ,¢ // C � • ubli i • rks � _- / Public Safety Fire Services _- Review fee $ ift> Dept Signature / Other Agency Review or Permit Required Review or Receipt Date r of Permit Verified By ` - Florida Dept. of Environmental Protection Florida Dept. of Transportation <::v St. Johns River Water Management District ; LiJ Army Corps of Engineers "� Division of Hotels and Restaurants 1,1 I Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. ❑Denied. (Circle one.) CommentsQ: g BUILDING / o`' • PLANNING & ZONING Reviewed by: Date: / 1- 1, 2 - 2 -4 TREE ADMIN. Second Review: Approved as revised. ['Denied. PUBLIC WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Date: FIRE SERVICES Third Review: [Approved as revised. (Denied. Comments: Reviewed by: Date: Revised 05/14/09 5 1-4,y,. /, City of Atlantic Beach APPLICATION NUMBER Building Department (To be assigned by the Building Department.) s .!7 , 800 Seminole Road 4, i ,�'. V,? Atlantic Beach, Florida 32233 -5445 /� ° / / Phone (904) 247 -5826 • Fax (904) 247 -5845 -, . E -mail: building- dept @coab.us Date routed: / City web -site: http: / /www.coab.us APPLICATION REVIEW AND TRACKING FORM Property Address: 29 ..c e £S ST s - • - ent review required Yes No Applicant: & &C , ' 7M" / a Planning & ZoninaIIIIIIIIIII (' / i r s trator _- Project: d7 h q A /9-7 -h i / All j . ('J- ' ubl' • rks / = Public Safety Fire Services Review fee $ 0 Q Dept Signature c_i,____________ Other Agency Review or Permit Required Review or Receipt Date of Permit Verified By Florida Dept. of Environmental Protection e Florida Dept. of Transportation St. Johns River Water Management District r c Army Corps of Engineers a+ Division of Hotels and Restaurants al Division of Alcoholic Beverages and Tobacco Other: APPLICATION STATUS Reviewing Department First Review: Approved. ['Denied. (Circle one.) Comments: BUILDING PLANNING & ZONING Reviewed by: - Date: /-- TREE ► IN. Second Review: ['Approved as revised. ['Denied. PU = es�ORKS C mments: • BL TI (TIES — 5 PUBLIC SAFE Reviewed by: Date: FIRE SERVICES Third Review: nApproved as revised. Denied. Comments: Reviewed by: Date: Revised 05/14/09 CITY OF ATLANTIC BEACH 6_,* '111' PUBLIC tier/ .107 1200 SS e ATLANTIC BUCK FL 32233 270433S or ( ) 24 5014 NEW WATER/SEWER TAP E Date: / - 3 - Project 7 aQ 3 3 �' . No. of Units: Commercial Residential ✓ Maid-Fm New Water Tags) & a __ New irrigation Meier Upgrade Exia6ng Meter from to (size) New Connection to City Sewer // Nome: Applicant City: Stag_ Phone Numb Cell Number; Email Addreal Si ( r CITY STAB UM ice: Y Appliestion0 //- .3O 9 Water Sys Development Charge S Sewer System Development $/, 12 S) . Watery Only S __ /8f: Water Meier Tap $ �-- Sewer Tap Cross Connection S 3 oc) Other TOTAL S4 '2c, (ems APPROVED; Watt, ALL TAP JEEQUEST MUST RE AP PROVED ry1/72.177AS DEPARTMKA7 I PEES CAN REAMA ED • FORM 1 100A -08 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Performance Method A Project Name: Habitat Beaches 2 Stry 3 Bd w storage Builder Name: Habitat For Humanity,Jacksonvi Street: 740 .Ss t- Sr- Permit Office: :r 7 i Ai."; / ,a674cJ,s- City, State, Zip. ,z- '� � ' "21 ,12i"i c. RE/3 - fT � �L 32,-L Permit Number: Owner: Habitat For Humanity,Jacksonville Beach Jurisdiction: 261300 Design Location: FL, Jacksonville 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Multi- family a. Frame - Wood, Exterior R =11.0 1140.00 ft 3. Number of units, if multiple family 1 b. N/A R= f c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= f 5. Is this a worst case? Yes 10. Ceiling Types Insulation Area 6. Conditioned floor area (ft 1242 a. Under Attic (Vented) R =30.0 660.75 ft' b. N/A R= ft2 7. Windows Description Area c. N/A R= f a. U- Factor: Dbl, U =0.47 113.80 ft' SHGC: SHGC =0.41 11. Ducts b. U- Factor: N/A ft' a. Sup: Attic Ret: Interior AH: Interior Sup. R= 6, 243.4 ft' SHGC: 12. Cooling systems c. U- Factor: N/A ft' a. Central Unit Cap: 24.0 kBtu /hr SHGC: SEER: 14 d. U Factor: N/A ft 2 13. Heating systems SHGC: e. U- Factor: N/A ft2 a. Electric Heat Pump Cap: 24.0 kBtu /hr SHGC: HSPF: 8 14. Hot water systems 8. Floor Types Insulation Area a. Electric a. Slab -On -Grade Edge Insulation R =0.0 630.00 ft Cap: 40 gallons b. Floor over Garage R =19.0 20.00 ft2 b. Conservation features EF: 0.92 c. N/A R= ft' None 15. Credits Pstat Total As -Built Modified Loads: 24.35 Glass /Floor Area: 0.092 PASS Total Baseline Loads: 31.78 �7 I hereby certify that the plans and specifications covered by Review of the plans and ::� SHE ST ;: c .2 this calculation are in compliance with the Florida Energy specifications covered by this ./ s., . - �, ,., ,� 0 : Code. b t4 dP � ...,; . calculation indicates compliance ; '` e ' i ,,, '' ., t . ._ AS with the Florida Energy Code. . n,, r ; r 0 --' PREPARED B�: -_ _ 46.1_,, omp r _ Before construction is cleted I' �� "' _ 0 J� . ia: 8: DATE: ._._ I t � this building will be inspected for c, :. ' ' a compliance with Section 553.908 * •. ✓ � L I hereby certify that this building, as designed, i in compliance Florida Statutes. r . with the Florida Energy Code. -7 1:L....) I ^ t.,, C OD O y f , OWNER /AGENT: --- BUILDING OFFIC L: _.�k DATE: - -1. - -// 4,- DATE: /cA ` 1 L . LE cBP 11/4/2009 10:56 AM EnergyGauge® USA - FlaRes2008 Page 1 of 5 1 Building Input Summary Report PROJECT Title: Habitat Beaches 2 Stry 3 Bd Bedrooms: 3 Adress Type: Street Address Building Type: User Bathrooms: 2.5 Lot # 4Q.7- .4/ f ,.,_ c .. k ) 5- Owner: Habitat For Humanity,Jackson Conditioned Area: 1242 SubDivision: SECr 10 # of Units: 1 Total Stories: 2 PlatBook: Builder Name: Habitat For Humanity,Jackson Worst Case: Yes Street: 74.o S GKS 5 Permit Office: Jacksonville Rotate Angle: 270 County: Duval Jurisdiction: 261300 Cross Ventilation: City, State, Zip: /3 Ti.4 1. 8P Family Type: Multi- family Whole House Fan: FL , 3 Z z - y 3 New /Existing: New (From Plans) Comment: CLIMATE Design Design Temp Int Design Temp Heating Design Daily Temp Location Tmy Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Jacksonville FL_ JACKSONVILLE _INTL ARPT 32 93 70 75 1281 49 Medium UTILITY RATES Fuel Unit Utility Name Monthly Fixed Cost $ /Unit Electricity kWh Jacksonville Electric Authority 0 0.07 Natural Gas Therm Florida Average 0 1 72 Fuel Oil Gallon Florida Default 0 1.1 Propane Gallon Florida Default 0 1.4 SURROUNDINGS Shade Trees Adjacent Buildings Ornt Type Height Width Distance Exist Height Width Distance N None O ft O ft O ft O ft Oft O ft NE None Oft Oft O ft Oft Oft Oft E None O ft O ft Oft Oft O ft O ft SE None Oft O ft Oft O ft Oft Oft S None Oft O ft O ft O ft Oft O ft SW None Oft Oft Oft O ft Oft Oft W None O ft O ft Oft Oft Oft O ft NW None Oft Oft O ft Oft Oft O ft FLOORS # Floor Type Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 66 ft 0 630 ft' 0 0 1 2 Floor over Garage 19 20 ft' 0 0 1 ROOF Roof Gable Roof Solar Deck # Type Materials Area Area Color Absor. Tested tnsul. Pitch 1 Gable or shed Composition shingles 664 ft' 104 ft' Dark 0.92 No 0 18.4 deg ATTIC # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 630 ft' Y N 11/4/2009 10:57 AM EnergyGauge ® / USRRPB v2.8 Page 1 of 4 Building Input Summary Report CEILING # Ceiling Type R -Value Area Framing Fraction Truss Type 1 Under Attic (Vented) 30 660.75 ft' 0.11 Wood WALLS Wall orientation below is as entered. Actual orientation is modified by rotate angle shown in "Project" section above. Adjacent Cavity Width Height Sheathing Framing Solar # Ornt To Wall Type R -Value Ft In Ft In Area R -Value Fraction Absor. 1 N Exterior Frame - Wood 11 40.5 0 8 0 324 ft' 0 0.23 0.8 2 W Exterior Frame - Wood 11 60 0 8 0 480 ft' 0 0.23 0.8 3 S Exterior Frame - Wood 11 40 0 8 0 320 ft' 0 0.23 0.8 4 E Exterior Frame - Wood 11 2 0 8 0 16 ft' 0 0.23 0.8 DOORS Width Height _ # Ornt Door Type Storms U -Value Ft In Ft In Area 1 Wood None 0.39 3 0 6.75 0 20.25 ft' 2 S Wood None 0.39 3 0 6.7 0 20.1 ft' WINDOWS Overhang # Ornt Frame Panes NFRC U- Factor SHGC Storm Area Depth Separation Interior Shade Screening 1 Vinyl Low -E Double Yes 0.47 0.41 N 9 ft' 1.5 ft 0 in 11 ft 0 in None None 2 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 11 ft 0 in None None 3 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 11 ft 0 in None None 4 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 2 ft 0 in 1 ft 0 in None None 5 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 1 ft 0 in None None 6 Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 1 ft 0 in None None 7 Vinyl Low -E Double Yes 0.47 0.41 N 6 ft' 1.5 ft 0 in 1 ft 0 in None None 8 N Vinyl Low -E Double Yes 0.47 0.41 N 20.8 ft' 1.5 ft 0 in 1 ft 0 in None None INFILTRATION & VENTING - -- Forced Ventilation - - -- Terrain/Wind Method SLA CFM 50 ELA EqLA ACH ACH 50 Supply Exhaust Run Time Shielding Best Guess 0.00050 1629 89.4 168.2 0.474 9.84 0 0 0 Suburban / Suburban GARAGE # Floor Area Roof Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft' 361 ft' 64 ft 8 ft (invalid) MASS Mass Type Area Thickness Furniture Fraction No Added Mass 0 112 0 ft 0.3 11/4/2009 10:57 AM EnergyGauge®/ USRRPB v2.8 Page 2 of 4 Funding Input Summary Report COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ductless 1 Central Unit None SEER: 14 24 kBtu /hr 720 cfm 0.75 False HEATING SYSTEM # System Type Subtype Efficiency Capacity Ductless 1 Electric Heat Pump None HSPF: 8 24 kBtu /hr False HOT WATER SYSTEM # System Type EF Cap Use SetPnt Credits 1 Electric 0.92 40 gal 60 gal 120 deg None SOLAR HOT WATER Collector Surface Absorp. Trans Tank Tank Tank Heat PV Pump Collector Type Tilt Azimuth Area Loss Coef, Prod. Corr. Volume U -Value Surf Area Exch Eff Pumped Energy DUCTS - - -- Supply - - -- - - -- Return - - -- Air Percent # Location R -Value Area Location Area Number Leakage Type Handler CFM 25 Leakage ON RLF 1 Attic 6 243.4 ft' Interior 60.85 ft' 1 Default Leakage Interior TEMPERATURES Programable Thermostat: Y Ceiling Fans: N Cooling [ g X Jan ( X) Feb [X] Ma [X� Ar (X] May [X Ju (X] Jul [X] Au(X] Sep (] O [] Nov (X] D Heating X ] Jan X Fe X Mar r X Apr X May X Jun n X Jul X Aug x Sep x X Oct ct x X Nov X ec c Be c X Jan X Feb X Mar X Apr Ma X Jun X Jul X Aug X Sep X Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/4/2009 10:57 AM EnergyGauge® / USRRPB v2.8 Page 3 of 4 Building Input Summary Report APPLIANCES & LIGHTING Appliance Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Ceiling Fans (Summer) AM 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.33 0.33 0.33 0.33 0.33 % Released: 100 PM 0.33 0.33 0.33 0.33 0.33 1 0.9 0.9 0.9 0.9 0.9 0.65 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Clothes Washer AM 0.105 0.081 0.047 0.047 0.081 0.128 0.256 0.57 0.849 1 0.977 0.872 Released: 60 PM 0.779 0.698 0.605 0.57 0.581 0.57 0.57 0.57 0.57 0.488 0.43 0.198 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Dishwasher AM 0.139 0.05 0.028 0.024 0.029 0.09 0.169 0.303 0.541 0.594 0.502 0.443 % Released: 60 PM 0.377 0.396 0.335 0.323 0.344 0.448 0.791 1 0.8 0.597 0.383 0.281 Annual Use: 145 kWh/Yr Peak Value: 44 Watts Dryer AM 0.2 0.1 0.05 0.05 0.05 0.075 0.2 0.375 0.5 0.8 0.95 1 % Released: 10 PM 0.875 0.85 0.8 0.625 0.625 0.6 0.575 0.55 0.625 0.7 0.65 0.375 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Lighting AM 0.16 0.15 0.16 0.18 0.23 0.45 0.4 0.26 0.19 0.16 0.12 0.11 % Released: 90 PM 0.16 0.17 0.25 0.27 0.34 0.55 0.55 0.88 1 0.86 0.51 0.28 Annual Use: 1429 kWh/Yr Peak Value: 467 Watts Miscellaneous AM 0.48 0.47 0.47 0.47 0.47 0.47 0.64 0.71 0.67 0.61 0.55 0.53 % Released: 90 PM 0.52 0.5 0.5 0.5 0.59 0.73 0.79 0.99 1 0.96 0.77 0.55 Annual Use: 1252 kWh/Yr Peak Value: 230 Watts Pool Pump AM 0 0 0 0 0 0 0 0 0 1 1 1 % Released: 0 PM 1 1 1 1 0 0 0 0 0 0 0 0 Annual Use: 0 kWh/Yr Peak Value: 0 Watts Range AM 0.057 0.057 0.057 0.057 0.057 0.114 0.171 0.286 0.343 0.343 0.343 0.4 % Released: 100 PM 0.457 0.343 0.286 0.4 0.571 1 0.857 0.429 0.286 0.229 0.171 0.114 Annual Use: 447 kWh/Yr Peak Value: 165 Watts Refrigeration AM 0.85 0.78 0.75 0.73 0.73 0.73 0.75 0.75 0.8 0.8 0.8 0.8 % Released: 100 PM 0.88 0.85 0.85 0.83 0.88 0.95 1 0.98 0.95 0.93 0.9 0.85 Annual Use: 775 kWh/Yr Peak Value: 106 Watts Well Pump AM 0.05 0.05 0.05 0.05 0.05 0.05 0.1 0.1 0.1 0.1 0.1 0.1 % Released: 0 PM 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 Annual Use: 0 kWh/Yr Peak Value: 0 Watts 11/4/2009 10:57 AM EnergyGauge® / USRRPB v2.8 Page 4 of 4 PROJECT Title: Habitat Beaches 2 Stry 3 Bd Bedrooms: 3 Type: Street Address Lot # Building Type: FLAsBuilt Bathrooms: 2.5 Lot # %+ L di R Owner: Habitat For Humanity,Jackson Conditioned Area: 1242 /..,e..05._ ) ' SubDivision: S e f--e„ 6-:-% Ai # of Units: 1 Total Stories: 2 PlatBook: Builder Name: Habitat For Humanity,Jackson Worst Case: Yes Street: 79' - 'Y. c: y Permit Office: Jacksonville Rotate Angle: 270 County: Jurisdiction: 261300 Duval Cross Ventilation: City, State, Zip: rd -, j i c» Family Type: Multi- family Whole House Fan: New /Existing: New (From Plans)` Z-Z? Comment: CLIMATE / IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Jacksonville FL_ JACKSONVILLE _INT 2 32 93 75 70 1281 49 Medium FLOORS ` // # Floor Type Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 66 ft 0 630 ft' 0 0 1 2 Floor over Garage 20 ft' 19 0 0 1 ROOF / Roof Gable Roof Solar Deck �/ # Type Materials Area Area Color Absor. Tested Insul. Pitch 1 Gable or shed Composition shingles 664 ft' 104 ft' Dark 0.96 No 0 18.4 deg ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 630 ft' Y N CEILING V # Ceiling Type R -Value Area Framing Frac Truss Type 1 Under Attic (Vented) 30 660.75 ft' 0.11 Wood WALLS , / Cavity Sheathing Framing Solar Y # Ornt Adjacent To Wall Type R -Value Area R -Value Fraction Absor. 1 N Exterior Frame - Wood 11 324 ft 0 0.23 0.8 2 W Exterior Frame - Wood 11 480 ft' 0 0.23 0.8 3 S Exterior Frame - Wood 11 320 ft 0 0.23 0.8 4 E Exterior Frame - Wood 11 16 ft' 0 0.23 0.8 DOORS # Ornt Door Type Storms U -Value Area 1 N Wood None 0.39 20.25 ft' 2 S Wood None 0.39 20.1 ft' WINDOWS Window orientation below is as entered. Actual orientation is modified by rotate angle shown in "Project" section above. Overhang # Ornt Frame Panes NFRC U- Factor SHGC Storms Area Depth Separation Int Shade Screening 1 N Vinyl Low -E Double Yes 0.47 0.41 N 9 ft' 1.5 ft 0 in 11 ft 0 in HERS 2006 None 2 W Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 11 ft 0 in HERS 2006 None 3 W Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft 1.5 ft 0 in 11 ft 0 in HERS 2006 None 4 S Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 2 ft 0 in 1 ft 0 in HERS 2006 None 5 S Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft 1.5 ft 0 in 1 ft 0 in HERS 2006 None 6 S Vinyl Low -E Double Yes 0.47 0.41 N 15.6 ft' 1.5 ft 0 in 1 ft 0 in HERS 2006 None 7 W Vinyl Low -E Double Yes 0.47 0.41 N 6 ft' 1.5 ft 0 in 1 ft 0 in HERS 2006 None 8 N Vinyl Low -E Double Yes 0.47 0.41 N 20.8 ft' 1.5 ft 0 in 1 ft 0 in HERS 2006 None INFILTRATION & VENTING - - -- Forced Ventilation - -- Run Time Fan V Method SLA CFM 50 ACH 50 ELA EqLA Supply CFM Exhaust CFM Fraction Watts Default 0.00036 1173 7.08 64.4 121.1 0 cfm 0 cfm 0 0 GARAGE V # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ft' 361 ft' 64 ft 8 ft (invalid) COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Ductless 1 Central Unit None SEER: 14 24 kBtu /hr 720 cfm 0.75 False HEATING SYSTEM # _ System Type Subtype Efficiency Capacity Ductless 1 Electric Heat Pump None HSPF: 8 24 kBtu /hr False HOT WATER SYSTEM # System Type EF Cap Use SetPnt Conservation 1 Electric 0.92 40 gal 60 gal 120 deg None FORM 11 00A -08 Code Compliance Cheklist Residential Whole Building Performance Method A - Details ADDRESS: . 7 ? 7 Gib _ PERMIT #: firtg ;, v Z ,,-, FL, 3Z Z3) INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors N1106 AB 1.1 Maximum: .3 cfm /sq.ft. window area; .5 cfm /sq ft_door area. Exterior & Adjacent Walls ; N1106.AB.1.2.1 Caulk, gasket, weatherstrip or seal between: windows /doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top /bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors i N1106.AB.1.2.2 Penetrations /openings > 1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings , N1106.AB.1.2.3 Between walls & ceilings; penetrations of ceiling plane to top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. — — — — — — Recessed Lighting Fixtures N1106.AB.1.2.4 ! Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC with < 2.0 cfm from conditioned space, tested. Multi- stor1r Houses N1106.AB.1.2 5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts N1106.AB.1.3 Exhaust fans vented to outdoors, dampers; combustion space ; heaters comply with NFPA, have combustion air. OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters N1112.AB.3 Comply with efficiency requirements in Table N112.ABC.3. Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built -in heat trap required. Swimming Pools & Spas N1112.AB.2.3 Spas & heated pools must have covers (except solar heated). Non- commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78 %. Heat pump pool heaters shall have a minimum COP of 4.0. Shower heads N1112.AB.2.4 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems N1110.AB All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated and installed in accordance with the criteria of Section N1110.AB. Ducts in unconditioned attics: R -6 min. insulation. HVAC Controls N1107.AB.2 Separate readily accessible manual or automatic thermostat for each system. - Insulation N1104.AB.1 Ceilings -Min. R -19. Common walls -frame R -11 or CBS R -3 both N1102.B.1.1 sides. Common ceiling & floors R -11. SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS / - - -- Supply - -- Return - - -- Air Percent V # Location R -Value Area Location Area Leakage Type Handler CFM 25 Leakage ON RLF 1 Attic 6 243.4 ft Interior 60.85 ft Default Leakage Interior TEMPERATURES Programable Thermostat: Y Ceiling Fans: N Cling J (X Feb [X M] Apr X May [[X] Jun Jul X Aug [[X)] e Sp [[X Oct ]] N ((X D Heating ?X X 1 Jan an EX1 Feb f Xi ar Mar X t X ] Apr t Xi May [ X] Jun [ X (X] ] Jul l X1 Aug [X] Sep [X ] X Oct t [X] Nov ov [ Xi ec Dec Venting X Jan X Feb [X Mar X Apr [X May (X Jun [X] Jul [X Aug [[X]] Sep [[[[X] Oct ((X)) Nov [[X Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 77 The lower the EnergyPerformance Index, the more efficient the home. A rz/. 7 4 , , FL, z Z2_3 i g C- c-1 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Multi- family a. Frame - Wood, Exterior R =11.0 1140.00 ft' 3. Number of units, if multiple family 1 b. N/A R= ft2 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft' 5. Is this a worst case? Yes 10. Ceiling Types Insulation Area 6. Conditioned floor area (ft') 1242 a. Under Attic (Vented) R =30.0 660.75 ft' b. N/A R= ft' 7. Windows" Description Area c. NIA R= ft' a. U- Factor: Dbl, U =0.47 113.80 ft SHGC: SHGC =0.41 11. Ducts b. U- Factor: N/A ft= a. Sup: Attic Ret: Interior AH: Interior Sup. R= 6, 243.4 ft' SHGC: 12 Cooling systems c. U- Factor: N/A ft' a. Central Unit Cap: 24.0 kBtu /hr SHGC: SEER: 14 d. U- Factor: N/A ft2 13. Heating systems SHGC: a. Electric Heat Pump e. U- Factor: N/A ft= Cap: 24.0 kBtu /hr SHGC: HSPF: 8 14. Hot water systems 8. Floor Types Insulation Area a. Electric a. Slab -On -Grade Edge Insulation R =0.0 630.00 ft' Cap: 40 gallons b. Floor over Garage R =19.0 20.00 ft' EF: 0.92 b. Conservation features c. N/A R= ft2 None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building r%ni.'. Construction through the above energy saving features which will be installed (or exceeded) 4''_O17KE ti " . b.4 in this home before final inspection. Otherwise, a new EPL Display Card will be completed `yt,; �6 0,. ;`�' 1 ..- z . ;. . , ` - based on installed Code compliant features. ; ,� ,,;, ..�;, . eo t. Builder Signature: �„ � �.- J, Date: iz hi, , 0 d : Address of New Home: 79 � ` oC- � _S Cit /FL Zi p : p � � N i � c .� � �.y'r....` 6 �. , • F` _� 2 z.3 OD yyE i4 ,, `Note: The home's estimated Energy Performance Index is only available through the EnergyGauge USA - FlaRes2008 computer program. This is not a Building Energy Rating. If your Index is below 100, your home may qualify for incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at (321) 638 -1492 or see the Energy Gauge web site at energygauge.com for information and a list of certified Raters. For information about Florida's Energy Efficiency Code for Building Construction, contact the Department of Community Affairs at (850) 487 -1824. "Label required by Section 13- 104.4.5 of the Florida Building Code, Building, or Section B2.1.1 of Appendix G of the Florida Building Code, Residential, if not DEFAULT. EnergyGauge® USA - FlaRes2008 JANUARY 20, 2011 STANDARD PIGGYBACK ST - PIGGY TRUSS CONNECTION DETAIL MiTek Industries, Chesterfield, MC / fl P? j \R � MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E V MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24 " O -C. CATEGORY II BUILDING ' EXPOSURE B or C ASCE 7-02, AS 7-05 - DURATION ION O O LOAD LOAA D INCREASE :1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES MiTek Industries, Inc. TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER /DESIGNER ARE REQUIRED. A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH (2) 0.131" X 3.5" TOE NAILED. B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. A CONNECT TO BASE TRUSS WITH (2) 0.131" X 3.5" NAILS EACH. D - 2 X X 4'-0" SCAB, SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, ATTACHED TOONE FACE, CENTERED ON L INTERSECTION, WITH (2) ROWS OF 0.131" X 3" NAILS @ 4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH - 01 ` — DIRECTIONS AND' �.,,, t. WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR �— ®: .'jam ® j� ® j j' 2. WI SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM PIGGYBACK SPAN W 12 ft. E - FOR WINO IND SPEEDS BETWEEN 101 AND 140 MPH, ATTACH MITEK 3X8 20 GA Nail -On PLATES TO EACH FACE OF TRUSSES AT 1 , C 72" O.C. W/ (4) 0.131" X 1.5" PER MEMBER. STAGGER NAILS FROM K OPPOSING FACES. ENSURE 0.5" EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) ` / V— 1 — B D �� WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: � REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail- On" I"' 1 �I \ I I �\ PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE �1� � 1111 TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. �� I A, � y� jam' a, / —. SCAB CONNECTION PER !1 �� —� NOTE D ABOVE 1 �� 4l' \, • — �� ® ' ,VI►. _., / \ `...,11 4 This sheet is provided as a Piggyback connection . , FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail -On PLATES TO detail only. Building Designer is responsible for all \ ``� \ EACH FACE OF TRUSSES AT 48" O.C. W/ (4) 0.131" X 1.5" PER MEMBER. permanent bracing per standard engineering practices or \ ♦.\ STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint �, and diagonal bracing requirements. 1 1 1 1 1 1/ • VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED � \ vs S k / � // EXTEND THROUGH • . BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: J••• oCENSF •' .∎ OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP * ' N,, 34869 . \ EN AS SHOWN IN DETAIL. 2) ATTACH 2 x x 4' -0" SCAB TO EACH FACE OF I TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3 ") NAILS 1. ' �SI 7. \ SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH p • (j/ VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) .- Q 6/22/11 :' � ` (MINIMUM 2X4) STATE OF ._ , 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM i 4 CONCENTRATED LOAD OF 4000 LBS ( @1.15). REVIEW -, / L ORltI •' ` (%j �� 1 BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS �i s • • • • \ . ■zr.•' GREATER THAN 4000 LBS. / // / ( )N M - 0\ '/ 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, // f f f I I i t , NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH 1109 COASTAL BAY THE PIGGYBACK AND THE BASE TRUSS DESIGN. BOYNTON BC , FL 33435 JANUARY 1, 2009 Standard Gable End Detail ST -GE120 -001 I 11 1 ( MiTek Industries, Chesterfield, MO V ( \ ./ ---- ---- Typical x4 L -Brace Nailed To 2x_ Verticals W /10d Nails, 6" o.c. Vertical Stud �� Vertical Stud (4) - Common Nails Wire Nails i ` B DIAGONAL CE i r � \11 Wi BRACE MiTek Industries, Inc. %NM 4` 16d Common SECTION B -B e .�/ Wire Nails DIAGONAL // e % o : „„ ∎ BRACE � -. — - Spaced 6” o.c. mil 4' -0" O.C. MAX (2) - 10d Common to _2x6 Stud or Wire Nails into 2x6 2x4 No.2 of better TRUSS GEOMETRY AND CONDITIONS •, iii ,,,, SH OWN ARE FOR ILLUSTRATION ONLY. r Typical Horizontal Brace Nailed To 2x_ Verticals \\ 12 SECTION A -A w /(4) -10d Common Nails A �, � Varies to Common Truss 2xa Stud 1 111 SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ,„_ * * jy ATTACH DIAGONAL BRACE TO BLOCKING WITH yy� 3x4 = (5) - 10d COMMON WIRE NAILS. B � � B � %"'" / / %" % 'y ' %" % S - HEAT NA HING SOI 2x4 S T PLYWOOD SATG TO 2x4 STD SPF BLOCK * - Diagonal Bracing * * - L- Bracing Refer Refer to Section A -A to Section B -B 24" Max Roof Sheathin• NOTE: - - _ 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 71111111111111 �?VLI11E4MIr1 / 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND irrAl WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1.-3" (2) 1 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. Max. () ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / O♦ (2) - 10d NAILS BRACING OF ROOF SYSTEM. '" 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB ♦ OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. ♦ 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF 11 - -, ♦ /Trus" -s @ 24" o.c. DIAPHRAM AT 4' -0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A ♦♦ 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL / BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. 2ic6 D BRACE SPACED 48" O.C. (REFER TO SECTION A -A) Diag. Brace \ / ATTACHED TO VERTICAL WITH (4) -16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 1/ . THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. at 1/3 pOintSr COMMON WIRE NAILS AND ATTACHED 8 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed I - -, \ TO BLOCKING WI (5) - tOd COMMONS. TYPE TRUSSES. End Wall - HORIZONTAL BRACE \, 2 (SEE SECTION A -A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L -Brace L -Brace BRACE 1/3 POINTS \ I I I I I I I I / / �// Species \�\ ‘3S S /( i i i and Grade Maximum Stud Length �� J�,�... • i ENS P �0 2x4 SPF Sid /Stud 12" O.C. 4-3-2 4 6-6-5 8 6 3 12-9-6 : . �C 2x4 SPF Std /Stud 16" O.C. 3 -10 -7 4 - - 5 -7 -13 7 -8 -14 11 -7 -5 :(.9. N,, 34869 * ` 2x4 SPF Std /Stud 24" O.C. 3 - - 3 -3 -2 4 -7 -6 6 -4 -0 9 -6 -0 _ ' / }< Diagonal braces over 6 -3" require a 2x4 T -Brace attached to • W = one edge. Diagonal braces over 12 require 2x4 I- braces attached to both edges. Fasten T and I braces to narrow edge STATE OF • "` of web with 10d common wire nails 8in o.c., with 3in minimum •• •. •' ('j end distance. Brace must cover 90% of diagonal length. % C ( � \ �` [MAXIM WINn SPFFn - 19n MPH /',/ , „� \ , ` MAX MEAN ROOF HEIGHT = 30 FEET 1109 COASTAL BAY CATEGORY II BUILDING EXPOSURE B or C BOYNTON BC , FL 3343 5 ASCE 7 - 98, ASCE 7 - 02, ASCE 7 - 05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. 6/22/11 DURATION OF LOAD INCREASE : 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. JANUARY 1, 2009 Standard Gable End Detail ST -GE140 -001 1 11 1 V MiTek Industries, Chesterfield, MO \ / 1---1-1 Typical _ca L-Brace Nailed To ` 2x_ Verticals W /tOd Nails, 6" o.c. Vertical Stud �` r —i, \ 1 4 16d Common ` DIAGONAL r Vertical Stud (4) ` _ J V LI Wire Nails — BRACE FMMI V MiTek Industries, Inc. 16d Common SECTION B -B e �� Wire Nails — DIAGONAL BRACE l- -► :r Spaced 6" o.c. 4' -0" O.C. MAX (2) - 10d Common �� '. 2x6 Stud or •, Wire Nails into 2x6 2x4 No.2 of better TRUSS GEOMETRY AND CONDITIONS •, � 1, . �■ lif �� S HOWN ARE FOR ILLUSTRATION ONLY. � � \ ' Typical Horizontal Brace , � \ Nailed To 2x_ Verticals SE CTION A A \ w/(4) -10d Common Nails ---::::------1 A 2x4 Stud Varies to Common Truss iq/160%i 4WD: , ,e, ii/ i i i - -. SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST 1 `"" " "" " " "'" -'-,. TWO TRUSSES AS NOTED. TOENAIL BLOCKING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH (2) - tOd NAILS AT EACH END. A ATTACH DIAGONAL BRACE TO BLOCKING WITH y � (5) - 10d COMMON WIRE NAILS. B I B ^ \ , 3x4 = mmlimililiJoNimio' N' ii. il •��u (4) - 8d NAILS MINIMUM, PLYWOOD NI 4/////%//////////// /� � \ SHEATHING TO 2x4 STD SPF BLOCK * - Diagonal Bracing ** - L- Bracing Refer Refer to Section A -A to Section B -B 24" Max Roof Sheathin• NOTE: _ 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. a -;, rry %4►2I, 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND 1' 3" I' WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2) - 1C,1 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. Max. � • ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT i� (2) - 10d NAILS BRACING OF ROOF SYSTEM. / .�• 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. ��• 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF 0 - / DIAPHRAM AT 4' -0" O.C. / r rus " ` s @ 24" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A '►� / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL L�� BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. t ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. 2 6 DIAGONAL BRACE SPACED 48" O.C. (REFER TO SECTION A -A) Diag. Brace 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. g' ATTACHED WIRE NAILS AN WITH C -16d D 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. at 1/3 point , COMMON WIRE NAILS AND ATTACHED 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed -_, �\ TO BLOCKING WITH (5) - 10d COMMONS. TYPE TRUSSES. End Wall a ------ HORIZONTAL BRACE (SEE SECTION A -A) D IAGONAL 2 DIAGONAL .. \ \ � l \ 11 1111 / 1/, Minimum Stud Without 1x4 2x4 BRACES AT i Stud Size Spacing Brace L -Brace L -Brace BRACE 1/3 POINTS �� \\ \vs S•K. �� S ecies . .)...• and Grade Maximum Stud Length ` �J.•' �10EN4- •. C� • 2x4 SPF Std /Stud 12" O.C. 3 -10 -1 3 -11 -7 5 -7 -2 7 -8 -2 11 -6 -4 * ' . NI 34869 . 2x4 SPF Std /Stud 16" O.C. 3 -3 -14 3 -5 -1 4 -10 -2 6 -7 -13 9 -11 -11 — • 2x4 SPF Std /Stud 24" O.C. 2 -8 -9 2 -9 -8 3 -11 -7 5 -5 -2 8 -1 -12 — t /,1 X Diagonal braces over 6' -3" require a 2x4 T -Brace attached to 0 STATE OF = � one edge. Diagonal braces over 12' -6" require 2x4 I- braces i attached to both edges. Fasten T and I braces to narrow edge ■ F LORIDP. ' ` ( y ■ � of web with 10d common wire nails Bin o.c., with 3in minimum �� lS \ \ end distance. Brace must cover 90% of diagonal length. / i 77 �O N AL , - \\\ IMAxIMI IM WINn SPFFD = 1 do MPH I 1109 COASTAL BAY MAX MEAN ROOF HEIGHT = 30 FEET BOYNTON BC, FL 33435 CATEGORY II BUILDING EXPOSURE BorC 6/22/11 ASCE 7 -98, ASCE 7 -02, ASCE 7 -05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE : 1.60 CONNECTION OF BRACING IS BASED ON MW FRS. ■ eVe TECHNICAL BULLETIN April 2010 b y Weyer Bulletin TB -300 Multiple Member Connections for Side - Loaded Beams with Concentrated Loads Table 1: Maximum Concentrated Load Applied to Beam - Bolt or Nail Connection (Ibs)I'� fM 4 , .:, y # ,. „ B 0 . 1 - 2 , � ` ,41"1 'w , H "'n 0.5 2,100 4,200 6,300 8,400 2125 4,250 6, 370 8, '' ` 0.75 3,060 6,120 9,180 12,240 4 . 0.5 760 1,525 2,285 , 5 3050 ,� ' �, � , :�� 1,060 6 2,125 m 3,185 - ' 1 6 6 4,250 ;' ' , ixi„ t � ,. ; w..:, ,, • 0.75 930 1, 660 2,790 3,720 3,1 * - - - : -- ( } ',�. , � Q 1, 050 2 100 3,150 4,200 0.75 1,530 3060' 4590 6 4,060 2 425. 3; 185 4,25 �� 0.5 2,100 4,200 6,300 8,400 1 ‘ , °'A' P , 2,125 4,250 5) 6,370 8, 495 ( 5 ) ,° ,e , ' `' 1 0.75 3,060 6,120 9,180 12,240 '' , , 0,5,t " 1, 2 „800 4,200 5,600 ME ,,* " " , 0 5 20 4 080' 6.120 81 ...4, a fi 0 5 675 2,030 4' s n 075 ; 825 1,655: • 2,480 3,305 F4 C • ' 7t" ry r �: 0.5 2,800 5,600 8,400 11,200 2 83 , 015) 5,66 5 15) 5 8,495 11,330 ° 4,', 0.75 5,025 10,050 15,070 20,095 0.5 935 1,865 2, 3,735 e ; 945 1,890 2,830 3,775 0.75 1,360 2,720 4,080 5,440 N �:A"' ' ', ' ".v a ; � 0.5 1,720 3440 5,160 6,880`- ' T I , 075 ' . 2,480 4,960 7,440 9,920'. gat � ' ..,,,„4„-.„ „ 0.5 1,015 2,030 3,050 4,0 J z1'4 " ", - ___ ___ _.... . _ 0.75 1,240 2 3,720 4,960 1: x 0.5 1,720; 3,440 5,160 , 8,880 .. MEE r , 4i4 t : 4 , / 0 75 2,480 4 7,440 9,920 r 0,5 675 1,355 2 2 • ..... gra, : s 0:75 825 1,655' 2,480 3,305 4'� L 0.5 2,800 5,600 8,400 11,200 8 y " 2,830 5,665 8,495 11,330 , x 8 a 0.75 5,025 10,050 15,070 20,095 1. See page 4 for table General Notes, connection details and beam depth limitations. 2. Washers required. Bolt holes to be 9/16" maximum for /2" bolts, 13/16" maximum for /." bolts. 3. Minimum end distance for bolts is 6 ". 4. Drilling bolt holes reduces the section of the beam and thus the load capacity of the supporting member. Shear and moment capacity of the beam must be checked at the location of each row of bolts. 5. Number of required nails shown must be installed from side opposite hanger. 6. Number of required nails shown must be installed from hanger side. Additionally, install half the number of required nails from side opposite hanger. Page 1 of 8 /. I CONTACT US • 1.888.iLevel8 (1.888.453.83581 • www.iLevel.com L 1Weyerhaeuser, iLevel, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. 0 2010 Weyerhaeuser NR Company. All rights reserved. . TECHNIC April 2010 BULLETIN by Weyerhaeuser Bulletin TB-300 „,,,,,,,.„„_.„,.,,,,„___ __________ Table 2B: Maximum Concentrated Load Applied to B eam - Wood Screw Connection (Ibs)I'I #., .z : Y } �'� r , , v .. !} .4 ,�. r . 7 ✓� vvv,,, 7S� t v � � ' e p.popfii:4.4);;,,.:1 :,. ,,,,,:. ,. .,.. 1: N ., ,, , ',,, "%, 3 3 % 1, 600 3,205 4,805 6,410 3' /e" 800 1 2,405 3,205 ki,,,,,,,,,,,„- i:ti,,,,,,,, , ;;A ry ?,. . =-- - - ' ilillia v 3 r 3/4 ,, EM ( a31 "', 800 1,600 2 405 3 ,205 � � ae M I = " a 2 3 /e 1,600 3,205 4,805 6,410 . t i e ��, � � B � � 6'l. 1 r 16�� 2 3 480 � 4, ` 58% 775 I 2 320 , 085 _ 3' /c 2,135 4,270 6,410 8,545 fiiiil 5 ', 634' 2,320 4,640 6,960 9,280 ` - 3 /s 710 1,425 2,135 2,850 >y �.r t - - 5', 6'h" 775 1,545 2,320 3,095 s a t j 5 , 6'1 4 1 , i60 2 3480 4640 . iHh 4 ' P 4 � iF Iy < �, 5 " , 6'/1 1, 160 2 3,480 4,640 p)5� 5 it* 4,1 60 2 3 ,480 4 � ' � , 5 6 f 1 60 2 3, 480 464 \ 5 " , 6 /a' 2,320 4,640 6,960 9,280 1. See page 4 for table General Notes, connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side on Page3of8 CONTACT US ■ 1.888.iLevel8 (1.888.453.83581 www .iLevel.com A Weyerhaeuser, 'Level, Mcrdlam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. © 2010 Weyerhaeuser NR C o mp any. All rights reserved. August 10, 2010 T -BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY ST - T -BRACE 2 I 11 I J MiTek Industries, Chesterfield, MO Page 1 of 1 11,0D Note: T- Bracing / I- Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. i �a Note: This detail NOT to be used to convert T-Brace / 1-Brace MiTek Industries, Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T -Brace size Nail Size Nail Spacing for One -Ply Truss 2x4 or 2x6 or 2x8 10d 6" o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T -Brace / I -Brace Web Size 1 2 (On Two Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace 2x6I -Brace 2x8 2x8 T -Brace 2x8 I -Brace Nails Brace Size \\-\—_, for Two -Ply Truss Specified Continuous \ Rows of Lateral Bracing \\ k\-\ ..---- SPACING Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 1-Brace 2x6 2x6 T -Brace WEB 2x6 I Brace \ .. 2x8 2x8 T -Brace 2x8 I -Brace \ \k T -Brace / I -Brace must be same species \ \ T - BRACE and grade (or better) as web member. 1 . \\---) ow illij olii ,•:: J . \,�GENSF . F� Nails Section Detail N 34869 • _ T -Brace 0 • 6/22/11 �� ' STATE OF Web % S•. FCORIDP'.••-('j� Nails ''/4)/ /ON \ \ \\ �� 1109 COASTAL BAY BOYNTON BC,FL 33435 Web 0 I -Brace IBM • Nails OCTOBER 25, 2010 TRUSSED VALLEY SET DETAIL ST- VALLEY HIGH WIND1 1 11 1 nR MiTek Industries, Chesterfield, MO Page 1 of 1 11,/nn GENERAL SPECIFICATIONS 11 -11 I i 1. NAIL SIZE = 3" X 0.131" = 10d I, ^ n 2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT I 1 DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek Industries, Inc. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL A GABLE END, COMMON TRUSS 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. --- i'- IL Jl - -- _t _- t �- - - -- '� I L 'T T — li IT- I I I I I Ij II II II I I I I II 11 II ' 1' �j , ,, III II 1 0 j l 11 1 " 1 11 1 I 1 1 P J 1 ■ 11 BASE TRUSSES VALLEY TRUSS TYPICAL , ----- — -- VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS _ - -_— -- P FIp OR GIRDER TRUSS SEE DETAIL A BELOW (TYP.) J ________ SECURE VALLEY TRUSS W/ ONE ROW OF 10d WIND DESIGN PER ASCE 7 -98, ASCE 7 -02, ASCE 7 -05 NAILS 6" O.C. MAXIMUM WIND SPEED = 146 MPH \ MAX MEAN ROOF HEIGHT = 30 FEET ATTACH 2x4 CONTINUO N0.2 SYP ROOF PITCH = MINIM 3/12 MAXIMUM 6/12 TO THE ROOF W/ TWO USP WS3 ( X 3 ") CATEGORY 11 BUILDING WOOD SCREWS INTO EACH BASE TRUSS. E C WIND DURATION OF LOAD INCREASE :1.60 \\ \ \ \ I I I I 011 , MAX TOP CHORD TOTAL LOAD = 50 PSF / �v� S .I( / // MA X SPACING = 24" O (BASE AND VALLEY) - \ J . • ', MINIMUM REDUCED DEAD LOAD OF 6 PSF , \ •' " " \GENS • ' . .' i MIN ON THE TRUSSES � . i- � � N 34869 • ,,,,,,, �7a �� • W_ \ ;o. • 22/11 :• t ; STATE OF ..� DETAIL A / / '•FLoI 0".•'' 0-- : (NO SHEATHING) / ''% - \ � \ N.T.S. 1109 COASTAL BAY BOYNTON BC,FL 33435 JANUARY 1, 2009 LATERAL TOE -NAIL DETAIL ST- TOENAIL SP LLJ (A MiTek MiTek Industries, Chesterfield, MO Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER ,, , AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND ' EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. u 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH ( 1 L/ L AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek Industries, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW DIAM. SYP DF HF SPF SPF -S 0 .131 88.0 80.6 69.9 68.4 59.7 p .135 935 856 742 726 634 VIEWS SHOWN ARE FOR _.) ILLUSTRATION PURPOSES ONLY ; .162 108.8 99.6 86.4 84.5 73.8 co 2 .128 74.2 67.9 58.9 57.6 50.3 OJ .131 75.9 69.5 60.3 59.0 51.1 SIDE VIEW N .148 81.4 74.5 64.6 63.2 52.5 co 3 NAILS -� NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL. N NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. MI EXAMPLE: NEAR SIDE (3) - 16d NAILS (.162" diam. x 3.5 ") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ` ANGLE ` ANGLE MAY \ NGLE MAY \ ANGLE MAY VARY FROM ` N GL MA Y 130 °7060° 1 VARY FROM 30°T0 60° 45.00 30"T060° ° 2/ ---- 45.00° 45.00 7 -- . - --, y I I A \ \ ��11111111, 1 J . o cENS F ..\ ',A • N, 34869 � - 0 � cc_ • ,p 6/22/11 (U STATE OF ,` ". .••.FLORMr. - ,••' Co ,, / /Sl N `\ 1109 COASTAL BAY BOYNTON BC,FL 33435 FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST- STRGBCK 1 I" 0R) MiTek Industries, Chesterfield, MO Page 1 of 1 11/IDD TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, a 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MiTek Industries, Inc. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH (3) - tOd NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH (3) 10d NAILS (0.131" x 3 ") (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD\ (0.131 "x 3") \ ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS ■ 1 (0.131 "x 3 ") 3.. w Ni ate II I BLOCKING BEHIND THE _ = " ATTACH 2x4 VERTICAL TO FACE VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND ATTACH TO CHORD RECOMMENDED WHILE BOTTOM CHORD WITH (2) - 10d WITH TWO #12 x 3" NAILING THE STRONGBACK NAILS (0.131" x 3 ") IN EACH CHORD WOOD SCREWS (.216" DIAM.) I / . 6■111 r 1 \WM w�3�Y� -I�YV MEMO � IIMIIII / / / \ USE METAL FRAMING ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD WEB WITH (3) - 10d NAILS (0.131" x 3 ") STRONGBACK (DO NOT USE (0.131 "x 3 ") DRYWALL TYPE SCREWS) \`1 ItIl11rIi TRUSS 2x6 ,� 4-0-0 WALL — BLOCKING \\\\ vs S.K , /ii j S TRONGBACK (TYPICAL SPLICE) (BY OTHERS)\ (BY OTHEF), _ `�� . • ,C ENS 4 � ., im. * • ' N 34869 " 6/22/11 : �` �+ ti g I STATE OF ' THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, ' •. F �ORIDP. •' ('j�� % • DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' -0" LONG / i� S/ * "' * * �� \\ SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS //,, ° I t\ NAk-- ��\ (0.131" x 3 ") EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: 1109 COASTAL BAY OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' -0" AND FASTEN WITH (12) - 10d BOYNTON BC, FL 33435 NAILS (0.131" x 3 ") STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) JANUARY 20, 2011 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL ST - PIGGY MiTek Industries, Chesterfield, MC / I II 1 (f1) ( / n[7 MAX XI MEN ROOF HEIGHT = 30 EEO NOTES D AND OR E VV MAX TRUSS SPACING = 24 " O.C. 1 i CATEGORY II BUILDING EXPOSURE B or C ( \ / 1 ASCE 7 -02, ASCE 7-05 �J ( a DURATION OF LOAD INCREASE : 1.60 MiTek Industries, Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER /DESIGNER ARE REQUIRED. A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH (2) 0.131" X 3.5" TOE NAILED. B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. A CONNECT TO BASE TRUSS WITH (2) 0.131" X 3.5" NAILS EACH. 0.2 X X 4'-0" SCAB, SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, ATTACHED TO ONE FACE, CENTERED ON 4 INTERSECTION, WITH (2) ROWS OF 0.131" X 3" NAILS @ 4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH ■ -- ■ DIRECTIONS AND: ■� _ �� _, ■ ® ►\ ■ 1. WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 1 ®1 1� ®ID��∎ 2. WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM ■. X0 PIGGYBACK SPAN ft. E - FOR WIND IND SPEEDS BETWEEN 101 AND 140 MPH, ATTACH MITEK 3X8 20 GA Nail -On PLATES TO EACH FACE OF TRUSSES AT 11 C 72" O.C. W/ (4) 0.131 " X 1.5" PER MEMBER. STAGGER NAILS FROM < OPPOSING FACES. ENSURE 0.5" EDGE DISTANCE. 1 (MIN. 2 PAIRS OF PLATES REO. REGARDLESS OF SPAN) \ / D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: ��; ,; (- 1 . \ i REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On � � ( PLATES AS SHOWN, AN INSTALL PURLINS TO BOTTOM EDGE OF BASE , I;\� I` TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE \ - TRUSS MITEK DESIGN DRAWING. :� ,, � � '� ..� ice � . SCAB CONNECTION PER __ ll'W i`� - NOTE D ABOVE i �� ii ;� i ® \ I �I ' � `= ` � I � 1 \ --_„, , : 1 , '.."---,...„, J■k %■.--.. \ This sheet is provided as a Piggyback connection -'- FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail - On PLATES TO - detail only. Building Designer is responsible for all \ \ \ EACH FACE OF TRUSSES AT 48" O.C. W/ (4) 0.131" X 1.5" PER MEMBER. permanent bracing per standard engineering practices or � � \ STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. � A A) 11 I I I / / / 4 VERTICAL W TO \ \‘ \ i S.K 1 // / EXTEND THROUGH FOR LARGE CONCENTRATED LOADS APPLIED \ / i ce BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: J� • ' \CENSF C�� i OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS * i \ MUST MATCH IN SIZE, GRADE, AND MUST LINE UP * 3486 • W AS SHOWN IN DETAIL. N'' 2} ATTACH 2 x _ x 4' -0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3 ") NAILS .7 I ,. 7.. SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH , 11.1 ` • VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) 6/22/11 (MINIMUM 2X4) i O 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM STATE • OF ` 4 CONCENTRATED LOAD OF 4000 LBS (tea 1.15). REVIEW ,,,,//, FCORI DP . ' ��\� ■ z. BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS pi GREATER THAN 4000 LBS. v A' �� \ \ 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, // , "01111 i V \ \ P \ \\ NUMBER OF PL OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH 1109 COASTAL BAY THE PIGGYBACK AND THE BASE TRUSS DESIGN. BOYNTON BC, F L 33435 JANUARY 1, 2009 Standard Gable End Detail ST -GE120 -001 MiTek Industries, Chesterfield, MO I 11 1 (,) 11LAIaa Typical _ W ca L-Brace Nailed To 2x_ Verticals Nails, 6" o.c. Vertical Stud �__ Vertical Stud (4) - 16d Common ` DIAGONAL W ire Nails , ` __ BRACE (a a a r te'- MiTek Industries, Inc. 16d Common ` SECTION B -B e� � Wire Nails DIAGONAL BRACE /-- ..4 Spaced 6" o.c. MIME 4' -0" O.C. MAX (2) - 10d Common �� -- 2x6 Stud or Wire Nails into 2x6 En ` \ 2x4 No.2 of better TRUSS GEOMETRY AND CONDITIONS .2 SHOWN ARE FOR ILLUSTRATION ONLY. MN �,_ Typical Horizontal Brace it Nailed To 2x_ Verticals - AI � \ 12 SECTION A - 2x4 Stud w /(4) Common Nails Y ■ a Vanes to Common Truss ii i Y . � SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST 44 I 1 1I 34 " DRAWINGS F O R DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING A TO TRUSSES W ITH (2) - t Od NAILS AT EACH END. I 1 ATTACH DIAGONAL BRACE TO BLOCKING W ITH = (5) - 10d COMMON WIRE NAILS. • o ■ � - (4) - 8d NAILS MINIMUM, PLYWOOD ��// �"MAW� A% A /A�I�1= - -- --, SHEATHING TO 2x4 STD SPF BLOCK is - Diagonal Bracing ** - L- Bracing Refer Refer to Section A -A to Section B -B 24" Max Roof Sheathin• • NOTE: _ 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1111111111111111111011111111110 �►� / 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND � " \ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1. (2) - 10ry WAS 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. Max. / O� ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT a irk (2) - 10d NAILS BRACING OF ROOF SYSTEM. a 101 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. ��• \ 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF 0 / DIAPHRAM AT 4-0" O.C. � /TrUS" - S ©24" 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. 2D AGONAL BRACE SPACED 48" O.C. (REFER TO SECTION A -A) Diag. Brace / ATTACHED TO VERTICAL WITH (4) -16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 point ` COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. TO BLOCKING WITH (5) - 10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed TYPE TRUSSES. End Wall !; HORIZONTAL BRACE (SEE SECTION A -A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L -Brace L -Brace BRACE 1/3 POINTS \ \0 \ %11111111 /// Species � \\ S S.K . • and Grade Maximum Stud Length \�J tCENS <�� ' ■ 2x4 SPF Std/Stud 12" O.C. 4 -3 -2 4 -7 -6 6 -6 -5 8 -6 -3 12 -9 -6 F 2x4 SPF StdlStud 16" O.C. 3 -10 -7 4 -0 -0 5 -7 -13 7 -8 -14 11 -7 -5 = * ' N r, 34869 • * ` 2x4 SPF Std /Stud 24" O.C. 3 -2 -0 3 -3 -2 4 -7 -6 6 -4 -0 9 -6 -0 - • _13 • 1 f 'I Ce p ;K Diagonal braces over 6' -3" require a 2x4 T -Brace attached to • LL! one edge. Diagonal braces over 12' -6" require 2x4 I- braces -, 0 •. :• W attached to both edges. Fasten T and I braces to narrow edge STATE OF "C of web with 10d common wire nails 8in o.c., with 3in minimum i . ••.FL . ORID - •• 0y end distance. Brace must cover 90% of diagonal length. .i 1 \� 'MAXIM! IM WIN) RPFFn - 12n MPH 1 / / / //s / I I 1 1 1 1 4 � \ \ \ \ MAX MEAN ROOF HEIGHT = 30 FEET 1109 COASTAL BAY CATEGORY II BUILDING EXPOSURE B or C BOYNTON BC , FL 33435 ASCE 7 -98, ASCE 7 -02, ASCE 7 -05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. 6/22/11 DURATION OF LOAD INCREASE : 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. JANUARY 1, 2009 Standard Gable End Detail ST -GE140 -001 1 II I (^J MiTek Industries, Chesterfield, MO v L �\ ,/ nri Typical _x4 L -Brace Nailed To 2x Verticals W /10d Nails, 6" o.c. Vertical Stud Vertical Stud (4) - 16d Common Wire Nails BRACE DIAGONAL — / ' ✓ RACE MiTek Industries, Inc. r� 16d Common SECTION B -B a ► � ` Wire Nails DIAGONAL BRACE r----11.- ► fit• Spaced 6" o.c. 4' -0" O.C. MAX (2) - 10d Common Millp ---- ----2x6 Stud or Wire Nails into 2x6 :: TRUSS GEOMETRY AND CONDITIONS 111.4., 2x4 No.2 of better SHOWN ARE FOR ILLUSTRATION ONLY. �� 111111 Typical Horizontal Brace 12 Nailed To 2x_ Verticals SECTION A -A 2xa w /(4) -10d Common Nails q :� Varies to Common Truss t ! . / „ / „ /, / / /� %', „ „ /,� % / / / / / � % / „,, 41. SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. * * I �- ATTACH DIAGONAL BRACE TO BLOCKING WITH B S� B ``~ x4 - (5) - 10d COMMON WIRE NAILS. ='n I L,I ' . (4) - 8d NAILS MINIMUM, PLYWOOD '�� /Ar ./ ∎�� / /4�rr/ /AV��A= '''• SHEATHING TO 2x4 STD SPF BLOCK * - Diagonal Bracing ** - L- Bracing Refer Refer to Section A -A to Section B -B 24” Max Roof Sheathin• NOTE: 1. MINIMUM GRADE OF 42 MATERIAL IN THE TOP AND BOTTOM CHORDS. ;i— IIIIIIIIIIMPF�♦ %� / 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND i igrAll WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1 '-3” (2) 1 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. Max. / ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT O ♦ (2) - 10d NAILS BRACING OF ROOF SYSTEM. \ / 4. "L” BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB ♦� OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6” O.C. �♦ 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF I - -, DIAPHRAM AT 4' -0" O.C. ♦♦ rus " S 24" o.c. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A L / r ♦ / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL Oi.M. BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. / 2 c6 DIAGONAL BRACE SPACED 48" O.C. (REFER TO SECTION A -A) Diag. Brace I yz ATTACHED TO VERTICAL WITH (4) -16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. at 1 /3 point , COMMON WIRE NAILS AND ATTACHED 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed � `� I - \ TO BLOCKING WITH (5) - 10d COMMONS. TYPE TRUSSES. End Wail HORIZONTAL BRACE ,� (SEE SECTION A -A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT 00 \\111 11 f / /// Stud Size Spacing Brace L - Brace L - Brace BRACE 1/3 POINTS \\\ \uS S • h ///� S �. .• ••. ..... . , � and Grade Maximum Stud Length � - 0,CE � , 2x4 SPF Std /Stud 12" O.C. 3 -10 -1 3 -11 -7 5 -7 -2 7 -8 -2 11 -6 -4 * ' • N 34869 • • * , 2x4 SPF Std /Stud 16" O.C. 3 -3 -14 3 -5 -1 4 -10 -2 6 -7 -13 9 -11 -11 — _7 / 2x4 SPF Std /Stud 24" O.C. 2 -8 -9 2 -9 -8 3 -11 -7 5 -5 -2 8 -1 -12 73 • . l r .. 1 =70: .W >( Diagonal braces over 6' -3" require a 2x4 T -Brace attached to • 0 STATE OF 4./ one edge. Diagonal braces over 12' -6" require 2x4 I- braces i • ' ∎ � . • attached to both edges. Fasten T and I braces to narrow edge i F LO . • •. ' 0 of web with 10d common wire nails Bin o.c., with Sin minimum ...:// is •' • . • .. ss end distance. Brace must cover 90% of diagonal length. /// IO ON Al- �.\\ //1 /111111 0° �XIMIIM W IN �S PFF �� 1d � MPH I 1109 COASTAL BAY MAX MEAN ROOF HEIGHT = 30 FEET BOYNTON BC , FL 33435 CATEGORY II BUILDING EXPOSURE B or C 6/22/11 ASCE 7 -98, ASCE 7 -02, ASCE 7 -05 STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE : 1.60 CONNECTION OF BRACING IS BASED ON MW FRS. • entrated 't TEC NI AL B I LLETIN eve April 2010 by Weyerhaeu ulletin TB "300 ,, „„„„„„,,,,,_ _,„, Multiple M em ber Connec for Side - Loaded Beams with Con Load ir t24 Tab 1: Maximum Concentrated Load Applied to Beam -Bolt or Nail Connect Qbs)I ors t � a it 1 C'A � " i � 41 L u ItPf '# ItEs � ' � . " ., w 1 0.5 2,100 4,200 6,300 8,400 (5) (5) (s) (s) �� $ E 2,125 4 ,250 6,370 8,495 • MEM : 0.75 3,060 6,120 9,180 1 0.5 760 1,525 2,285 3,050 (s) (s) (6) (e) 0 930 1,8 2,790 3,720 1,060 2,125 3,1 4,2 Y �� .. ." 0. 1 2,100 3,150 4,200, 1,060 212 3, 185 4250 y,.. � ; . , � ; . 0.75 1,530.. 3060 4,590 6, 12 Q " EMEIIII 0.5 2,100 4,200 6,300 8,4 vlA ( 5 ) ( (51 ( � 2, 4,2 6,370 8,495 0.75 3,060 6,120 9,180 12,240 0 5 , "1 ,400 2, 800 4, " 5, 600 " $ ; 0.1 5: 2,040' 4,080; " 6, 8,160 1 N 0 875 1,3 2030 2 2, 711 ' , x 0'4 0.75 825.' • 1 248t} ,3 ;,.. al - 1 0.5 2,800 5,600 8,400 1 ; y 2 5,665 8,495 11,330 ,,< � µ 0. 75 5,025 10,050 15,070 20,095 0.5 935 1,865 2,800 3,735 ( g) (s) 2,83 3,775(6) b " " . 945 1,8 90 2,83 3,775 k � .. 0.75 1 2,720 4,080 5,440 �, ,.: 0 5 1,720 3,44 5,160. 6, Et d � Q,7 2,4 4 , 960 ' 7,440 99`20 0.5 1,015 2 ,030 3,050 4,065 '° A _ _ 0. 75 1 2,48 3, 720 4 Z• t " 0 5 1,7 24 3 7, 160 880 _ • 0 75 - 2,4 4,960 7,440 9,920 0 5 675 1,375 2, 0 3 0 2, 7 i(1 r C)F� 0.75 " 82 1, 655 2,480 3,305 . a �H a 0. 2,80 5, 600 8,400 11,200 �•" 2,830 5,665 8,495 11,330 0 5,025 10,050 15 tions. ,070 20,095 1. S pa ge 4 f or ta Gener Notes, c onnection details and beam depth l imita 2. Washers req Bolt hole to be 9/16" ma ximum for' /:" bolts, 13!16" maxim um for / b lts. o 3. Minimum end distance for bolts i 6 ". 4. Drilling bolt holes reduces the section of the beam and thus the load capacity of the supporting member. Shear and moment capacity o th beam must be checked at the location of each row o f bolts. 5. Numb of requ nails shown must be installed fr side opposite hanger. 6. Number of required nails shown must be installed fr hanger side. Additionally, install half the number of required nails from side opp osite hanger. Page 1 of 8 I CONTACT US ■ 1.888.iLevel8 (1.888.453.83581 ■ www. LiWeyerhaeuser, i)_evel, Miadlam, Parallam, TimberStrand and Trus Joist are register tradema and Forte is a trademark of We NR. O 2010 Weyerhaeuser NR Company. All rights reserved. • • TECHNICAL BU LLET , ........___ eve April 20 by Weyerhaeuser Bulletin TB 3£1 0 10 Table 2B: Maximum Con c e ntrated Load Applied to Beam - Wood S crew Co nnection (Ibs A, z. j-0, ;" all e<1 7 ° ,, „ F; d l e t ,s r p � ,, �;, 3W 1,600 3,205 4,805 6,410 M /f _ , : r r - • h4y , r, '',V:..4.' , • .. 3'/. 800 1,600 2,405 3,205 � a r " t 3 e 800 1,600 2,405 3,205 3% 1600 3,205 4,805 6,410 ,,,,'''',,,giffig4„,.!? imirkilg.wAl lgtigta:,,i,o; , ) , .; --, i 6• ' 1, 160 2 32o 3480 4 640 5 6' " 275 i 1 ,545 2 320 � 3 695 3' /a' 2,135 4,270 6,410 8,545 '"''''''44114''''''',444.2:461;24, t ' a ',:°,,,Al'itfiN14:4-ti, ti V 5 ", 6' 2,320 4,640 6,960 9,280 Tgf" , ; • 3'/ 710 1,425 2,135 2,850 _ ,� , : �. 5 " , 6'h" 775 1, 545 2 3,095 �; • � 5 " , 6'/4• 1 ,150 2, 320 3480 4640 • x z # H tR ' 1 , el g r r d j 5 " 6' / 1,160 2,320 3,480 4,640 " • 6/� 1 2 3,480 4640 tom 5; 1 2; 320 3,480 4,640 t " / « °lt' 5 " , 6'/." 2,320 4,640 6,960 9,280 � f z �a 1. See page 4 for table General Notes, connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install scre from side o pposit e hanger only. 4. Install screws from hanger side only. Page 3 of 8 CONTACT US • 1 .888.iLeveI8 (1.888.453.83581 • ww.iLevel.com We iLevel, Mcrdiam, Parallam, TimberStrand and Trus Joist are registered trade marks and Forte is a trademark of We w NR. ® 20 10 We NR Company. All rights reserved. ■ ,.. eve TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB -300 Table 1, 2A, 2B General Notes • Connections are based on NDS 2005 or manufacturer's code report. • All plies must be the same material and grade. • Values are for 100% duration of Toad. Increase 15% for snow load or 25% for non -snow roof load conditions, where code allows. • Rotational effects should be considered for 7" wide beams loaded from one side only. • Capacities shown for face mount hanger conditions are based on 16d common (0.162" x 31/2") nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. • See the iLevel Trus Joist Beams, Headers, and Columns Specifier's Guide ( #TJ -9000) for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1 12" bolts - 9 /16" 0 maximum holes • 3/4" bolts - t3 /16" m maximum holes • Lead holes not required for wood screws Conc. Load Conc. Load m m Conc. Load Conc. Load am V o0 N i0 ii y N A1/4--- \ EQ.j E0. \ 2' Max \ (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min. Beam Depth: Min. Beam Depth: Min. Beam Depth: d = 7 %" for 'A" la bolts d = 9 for 1 /2" o bolts d = 111/2" for '/2" a bolts d = 91/2" for 3 /1" a bolts d = 14" for 3 /." ra bolts d = 16" for %" a bolts Conc. Load Nailed Connection Detail E *STAGGER NAILS TO kin ' : PREVENT SPLITTING 1 'A" 1 1 1 1 9" "x 16d Sinker (tYP) TYP I ( +/ 1) (0.148" x 3 ") L 1 6 Nail Pattem 12 Nail Pattem 18 Nail Pattem 24 Nail Pattem Page 4 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com A Weyerhaeuser, iLevel, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. 0 2010 Weyerhaeuser NR Company. All rights reserved ■ r eve TECHNICAL BULLET I N _ .., „,"""""_.,,,, - , Mar 2 by Weyerhaeuser Bulletin TB 304 010 Tabl 3: A Capacities of 5'/:' Beams with Bolt Connections s� � "� 11 � ax s y�:' rF .x9: � �r'�'i N.s 6 235 6,545 8 755 9 12 345 15,005 MR. .v �� 1:0 1 50 2'. :- ' .1.2 9541 13 8 25>', 1' 800 := 9 • i5 . 39 95 4260 6,210 6940 9510 12015 a * , o 8 750 9 100 :11,550. 12 40 1 18200 . , . s ;, 10 605 1 5 295 15,685 23 32,760 42 265 . A , ' N 4 <M93 13,470 ' 13,730 20 915 282725 ' 37, / � • ' 9,350 13,470 13,730 20,910 28,725 37,245 1.1#4:0:- 1 3 ,5 10 20,575 2 8, 75: 38,685 ift40j' �` 2 ". 10,600 15,290 15,685 23,900 42,260 MM 4 . 9 00 14,215 ;14195 21 490 2 2 37 5 a/ V 29 015 37 220 �. 36;655 Vi �m f 2 ,745 4,445 4,665 6,24 6,8 5 10,690 12,610 14,545 18,440 Shear. 5, 235 =7, 230 7,480- 9 9,850 + 11,97 0 13, 965 1 1 2 1; 94 5`' Ibsj /� 5d / = 1 455 2,845 3,035 4,42 4945 6 7 8 560 10,390 390 12,250 16,040 l ad �' 4 2413 235 6 8,230 8855 10 9 75` 12 97 1496 •'1 6980 , <, 20 95O " . 9960 16220 17,105 23,990 26, 36,385 46,670 58130 70,740 99,375 99'0960 0 25 <: 305 1 5 065 21 1100 ' 23385 31 5' 1 t 51 `..,. 63 ' 1041 696 70 M az " " �: 14 15 060 20 995 23,385 31,905 41 125 51 530 63,100 89,670 I 20 660:'., 010 ` 31405 r ! ! 11 88590 t1 rrl�afMl4 y 9 950 16 210 17,100 23 2 6 725 36 380 46 665 58,125 1 70 740 99,370 ' or "f r , 4 15 2745 15 895 2 t 710` 24 1}30 3 235 4110 51;120 6 , 88 0 5 32 230 41 100 51 115 62,280 280 88,010 ;. . . K 7 , . y . :' 40,47 $` *.a0�., . 6 1335 8874 5'' MI ; 4 520 4 745 6 350 6 930 8 950 10 880 12 830 x, 7 60 761 9390 s 1 0025= 1 184 1410 18 245 , ` �� , I Z 895 3 090 4,5705 5 030 6 895 8i- 10 10,575 mm : are 634 6i0 "; 8, 35' 8011} 1 t, I ts 15, 5 4 ' k » 2a 18,090 19 080 26,760 29 815 40,740 65,495 I M ' 15,960 16 805 2 420 420 26 25 4 26 29, 08 815 6 085: = 35 7'2 5 45626,422050305 58 1 5,955 16 800 23 , 080 35 7, 58 060 ��' 8 23, 045 " 25665 35 45;51Ci,. 57 2 35 0 4, ` 4 18 080 19 070 26,755 29,810 40,735 52,425 65,490 Via/ �0 4 36 16 894} :17 730.: 2 4 215 26 805 36 095 085 46180 57, 595 604? • 4 C A `6 " 0 - 46,170 57, ',. ' • o • , 45 :56,71 5 Table 3 General Notes Connection location r • refers to distance from face of bearing to , Less than 5d refers to connections centerline of connection located less t five tmes the depth of the beam from where d is the beam depth. the face of bearing • Shear reduction has . ce w ith NDS 3.4.3.3. • All values shown are been for 51" widths. taken in accordan Multiply by han 1.33 for 7" wide beams. • 9'/," and 11Y " TimberStrand ® LSL are 1.3E grade, all other depths are 1.55E grade. Page 5 of 8 /w� ACL • www. iLevel.com I CONT (r�lWe iLevel, Microllam, Parallam, TimberStrand and T US • 1.888.i Trus Joist are registere trademark evel8 (1 .88 and Face is a trademark of Weyerhaeuser NR. O 2010 Weyerhaeuser NR Company. All rights reserved. ■ eve TECHNICAL L .TI March 2010 by Weyerhaeuser Bulletin TB 300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3 -ply Microllam LVL beam supporting a 2 -ply Microllam LVL beam on one side and floor joists from the other side. The floor joists apply a 500 pif load to the side of the beam while the 2 -ply beam reaction is 5,000 lbs. See the following page for the solution. \, , r ` V r;, Brg- (Typ.) 1 a i ; rs + Additional 3 -1 x 14" Microllam LVL Beam, Flush 4i Connection 1 Required for Concentrated 11 Load Face Mount Hanger with 5,000 Ibs Reaction 4 it it 2- 1 "x1®" N VI Microflam LVL od, 14" Floor Joists @ 24" o.c_, Typ. Beam, Flush L r < 4' -0" >I 15' -0" > Partial Framing Plan Page 6 of 8 I CONTACT US • 1.888.iLevel8 (1.888.453.83581 • www.iLevel.com Weyerhaeuser, 'Level, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. O 2010 Weyerhaeuser NR Company. All rights reserved ■ eve TECHNICAL ULLETIN March 2010 by Weyerhaeuser Bulletin TB -300 Solution: • Use the iLevel Trus Joist Beams, Headers, and Columns Specifier's Guide ( #TJ -9000) to select a connection for the uniform loading. Multiple options exist that meets or exceed the 500 plf requirement: — 2 rows of 1 /2" diameter bolts at 16" on- center (570 plf) — 2 rows of USP WS35 wood screws at 16" on- center (540 plf) on each side of beam — 2 rows of SDS %" x 31/2" at 24" on- center (510 plf) on each side of beam — 2 rows of 5" TrussLok wood screws at 24" on- center (500 plf) • Determine what additional connection is needed for the concentrated load using the information in this Technical Bulletin: 1. Using Table 1, 2A or 2B of this bulletin, locate the section for a 3 -ply 1'/," member and face mount hanger. Again, multiple options exist that exceed the 5,000 lb load requirement: — 1/2" diameter bolts in a 6 -bolt connection (6,300 lbs) — 16d (0.148" x 31/4") sinker nails in an 18 -nail connection (6,370 lbs) — 31" WS wood screws in an 8 -screw connection (5,740 Ibs) — 3'/2" SDS wood screws in a 6 -screw connection (6,120 Ibs) — 3 %" TrussLok wood screws in an 8 -screw connection (6,410 Ibs) Note that the allowable applied concentrated load is dependent upon the type of hanger used and 16d common nails must be used for face mount hanger installation to achieve the capacities shown. 2. If the bolted connection option is chosen, the 3 -ply beam must be checked for the effect of the bolt holes from the 6 -bolt connection. This task may be accomplished by utilizing the location analysis feature in iLevel software. Per the detail on page 4, the bolt holes will be located approximately 1' to either side of the concentrated load location. After inputting the span and load information, choose the two locations corresponding to the concentrated load location ('L) 1'. Upon completion of the analysis, compare the calculated shear and moment for each of the two locations against the reduced allowable shear and moment capacities of the beam for the bolt pattem selected using Table 3 on page 5 of this bulletin. See the Forte software output on the following page for results of this analysis. The 3 -ply Microltam LVL beam works for the given loading. Refer to the highlighted values for the results at both bolt locations (1' on either side of the load). The highest calculated shear at either location is 6035 Ibs. The highest calculated moment is 25,215 ft -Ibs. The connection is less than 5d (48" < 14" * 5 = 70 ") from the end of the member. From Table 3 of this bulletin, the reduced allowable shear for the 3 -ply 14" Microllam LVL beam with the 6 bolt pattern located less than 5d from the end of the member is 8,795 Ibs while the reduced allowable moment is 31,905 ft-Ibs. Therefore, the beam is acceptable with the 6 bolt connection. • Select the preferred options for both the uniform Toad connection along the length of the beam and the concentrated load connection at the hanger location and specify both on the drawings including information on fastener type, size, spacing and installation pattern as appropriate. Page 7 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) • www.iLevel.com Weyerhaeuser, iLevel, Microllam, Parallam, TimherStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR. ® 2010 Weyerhaeuser NR Company. All rights reserved. > • • k_____ —41' - r c r* u �M l r' * c: i $ $ 1 r=1-19 ` Forte MEMBER REPORT Level, Roar. Flush Beam ) software ,v..,,, p /�► a� y } 3 i'Ig' k0( ), i4 14 trig �i i r r t . L 1 PA p: , ,.' j ,� , ::+ ��.i xt i 17verat Length 15 ppp r 1 15' ® M All Dimensions are Horizontal, Drawing is Conceptual C1estgrl Results" :'0:404, L im Agooa t,. 1 4.0-h, . LDF : S : Floor Member Reaction (lbs) 7595 • 2" 7809 Passed (97 %) - - Member Type : Flush Beam Shear (lbs) 6837 IV 1' 5 1/2" 13965 Passed (49 %) 1.0 Building Use : Residential Moment (Ft-lbs) 25215 6 4' 11 7/8" 36387 Passed (69 %) 1.0 Building Code : IBC Live Load Deft. (in) 0.356 © 7' 1 13/16" 0.489 Passed (1/494) - - Design Methodology : ASD Total Load Defl. (in) 0.456 i 7' 1 7/8" 0.733 Passed (U386) -- • Deflection criteria: LL (1/360) and TL (L/240). • Design results assume a fully braced condition where all compression edges (top and bottom) are properly braced to provide lateral stability. • Bracing (Lu): All compression edges (top and bottom) must be braced at 13' 15/16" o/e unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. yy g {� . �� 3 X K I it#ai Ai Aa(lab t $S1 $ 404 n 1 - Stud wall - Spruce Pine Fir 3.50" 3.50" 3.40" 1641 / 5955 / 0 / 0 Blocking 2 - Stud wall - Spruce Pine Fir 3.50' 3.50" 2.33' 1164 14045 1 0 /0 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lots sis ; r l.e0a ltf r toei Lure; Roof E.fwa Snow? Cal' trsents 44 1: °' f _ , �n6141. % (1.151 Y , . .. �t R 1 - Undom)(PSF) 0 to 15' 1' 100.0 400.0 0.0 0 10' Floor 2 - Point(lb) 4' N/A 1000 4000 0 0 Lti Al a lysl £ YA tat i t fi A 1 isl �n 4 1 - 3' 6035 / 13965 / 1.0 19186 / 36387/1.0 BOLTS LEFT OF HANGER 2 - 5' 39i 12569/0.9 25215 / 36387 / 1.0 BOLTS RIGHT OF HANGER Forte'"' Software Operator Job Notes 3/25:2010 9:02:21 AM iLr ve1t Forte'' vi .1, Desgn Engine: V4.5 0.1 Page 1 of 1 Page 8of8 ww I CONTACT US • 1.888.1LevelB (1.888.453.83581 • www.iLevel.com L�1Weyerhaeuser, iLevel, Microllam, Parallam, TimberStrand and Trus Joist are registered trademarks and Forte Is a trademark of Weyerhaeuser NR. 02010 Weyerhaeuser NR Company. All rights reserved 4 t , M, Julius Lee RE: 394552 - 1109 Coastal Bay Blvd. Boynton Beach, ftE 35 Site Information: z e a � a -. ' Project Customer: Beaches Habitat Project Name: 394552 Model: 1292 a n r Lot/Block: Subdivision: > n . � c Address: 4 Stocks Street e: z ,/ a. City: Duval State: Florida a. E V C, G Name Address and License # of Structural Engineer of Record, If there is one, for th uil igg. L D Name: Paine, Lawrence A., PE License #: 21475 s , TP; Address: 319 Oglethorpe Blvd. LLtt 4 s City: St. Augustine State: Florida ulL7 I Q, F ` w �� v re ^ n General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawin S 2 U Loading Conditions): g ` a l I,„, N Design Code: FBC2007/TPI2002 Design Program: MiTek 20/20 7.3 5l -1-. t ` z Wind Code: ASCE 7 -05 Wind Speed: 120 mph Floor Load: N/A psf °' ` c ' - . Roof Load: 32.0 psf L E. L i- ; This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawi c C W ■ ` • I With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and „s ibe x 1.eet C ' a conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules3,„, 2 ' ,,, ° � 21 This document processed per section 16G15- 23.003 of the Florida Board of Professionals V. lei _. 1, (° 5 In hi the event The latest a nt of f c The from Builder r E.O.R. additional coversheets and drawing`s m i`naian 1 c cuilde dates i supersede and replace the previous drawings u ; L =. 6 No Seal# Truss Name Date No. ! Seal# Truss Name Date v s C , 1 15101337 I CJO1 111/30/011118 15101354 T11 11/30/011 t .� F s c T. ' 2 1 5101338 [ CJO3 ; 11/30/011; v a 3 15101339 1 CJ05 11/30/01 a: 1! L o �; .. ej 4 15101340 ' EJ01 11/30/011 F.- v 5 15101 EJ07 1 6 15101342 IHJO7 111/30/0111 7 15101343 T01 11/30/011 8 15101344 T02 11/30/0111 9 15101 T03 _1 10 15101346 T04 1 11/30/011 1 11 15101347 T05 1 12 15101348 I T06 1 11/30/0111 13 15101349 T07 11/30/011 14 15101350 I T08 111/30/011 15 15101351 T09 111 /30/01 16 15101352 T10 1 11/30/0111 17 15101353 T10A 11/30/011 The truss drawing(s) referenced above have been prepared by MiTek \�� ' 1 1 Industries, Inc. under my direct supervision based on the parameters .`�1 s ". �', provided by Builders FirstSource (Jax). \ ` �� : 'Ertt Z. ��' Truss Design Engineer's Name: Julius Lee ' * ' /N � 86 . • * ' My license renewal date for the state of Florida is February 28, 2013. f) _ NOTE: The seal on these drawings indicate acceptance of ` ` .61 professional engineering responsibility solely for the truss % r '. STATE OF . . . components shown. The suitability and use of this component �' F �o R►e P.••' O S for any particular building is the responsibility of the building � s/ '� \`� designer, per ANSI /TPI -1 Chapter 2. ��" �N 1 , 'N ‘vember 30,2011 1 of 1 Julius Lee t d 49 Job Truss Truss Type Qty Ply 15101337 394552 CJO1 JACK 4 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:10 2011 Page 1 ID:KnX7cxh5FM1g0HWU9X15sgz8PC_ IVDV1whnWRZTVnRCuAMCrQBQ_4f25 PSpy9p4RyDz_v I -9-0-0 -- I 1 -0-0 — - 1 2-0-0 1 -0-0 Scale = 1:6.9 3 iil 4.00 [12 2 '' 1 B1 T1 4 2x4 1 ____--- • • . :.•,.. LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2007fTPI2002 (Matrix) Weight: 6 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 1 -0 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 264/0 -3-8, 4 =5 /Mechanical, 3 = -96 /Mechanical Max Horz 2 =92(LC 4) \\ \ 0111 i) i f f 1// i Max Uplift2=- 445(LC 4), 3= -96(LC 1) \\\\ s S.K 1 / / // it , yam Max Gray 2= 264(LC 1), 4 =14(LC 2), 3= 195(LC 4) � , . • • \GENS '• � . FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (8 -11) O 34869 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable ear ' , zone and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 — • e 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .7- • .. /_ 1 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will — 0 '. . 4 ft between the bottom chord and any other members. .(\ STATE OF 4) All bearings are assumed to be SYP No.2 . ' . PGRID 5) Refer to girder(s) for truss to truss connections. •, • •. \ N. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 445 Ib uplift at joint 2 and 96 Ib uplift at joi / / n c\ \\\ 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. /// / / 1 1 1 1 \ \ 0\ 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard November 30 , 2011 i A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component 5 responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I 1 1 Blvd. 1109 109 Coastal o, FL oastal l Bay Bay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS8-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI53719. 0 s Job — ' — Truss Truss Type — — Cty Ply 394552 CJO3 JACK 4 1 15101338 Builders FirstSOUrce, Jacksonville, Fl 32244 _ -- - ---- - - - --- Job Reference (Optional) 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:11 2011 Page 1 ID:oz5VgHijOg9h ?RSgjEGKP1 zBPBz- minuVGiPHkhK6x ?ORttRNdkbEU ?WgRfb2cvMctyDz_U I 2 Q - O — - + 3-0-0 — I 2 -0-0 3 -0-0 Scale= 1:10.3 I 4.00[12 / — at 2 T1 -- T1 di 1 2x4 - a \______.------ LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.00 2 -4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a I BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 12 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 3 -0-0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing 7 : be installed during truss erection, in accordance with Stabilizer 1 L Installations vide. _ REACTIONS (lb /size) 3=29/Mechanical, 2= 254/0 -3 -8, 4 =14 /Mechanical \ `I ` I 1 Max Horz 2 =139 (LC 4) Uplift3= -37(LC 7), 2=- 358(LC 4) \\ C c+ /� / \\ Max Gray 3 =29(LC 1), 2= 254(LC 1), 4 =42(LC 2) \ \ ` � • ` � \ , ��i • FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. ■ \ \CEN$F • ' . �� i� • NOTES (8 -11) O X869 1) Wind: ASCE 7 -05; 12Omph (3 second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable erg_ —I W ' zone and C -C Exterior(2) zone;C -C for members and forces & MFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 — 0 / • • a 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -- 1 / 1 -- • 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will — ,9 '. ' 4 f fit between the bottom chord and any other members. .n STATE OF 4) All bearings are assumed to be SYP No.2 . 5) Refer to girder(s) for truss to truss connections. A L ORID P ■ ■ •' � 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift at joint 3 and 358 Ib uplift at joi /� �� 2. / s s O � \ \ 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / / 1 1 1 1 1 1 I \ 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard I 1 November 00 , 2011 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 9 9 i fabrication, quality control, storage, delivery. erection 9 ry and bracing, consult WI 53719. Quality Criteria, DSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, , 583 D'Onofrio Dririve, ve, Madison, W 1 53719. Job Truss Truss Type Qty Ply 15101339 394552 CJO5 JACK 4 1 1 _ Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:11 2011 Page 1 ID: oz5VgHij0g9h? R5gjEGKP1z8PBz- minuVGiPHkhK6x ?ORttRNdkbEUzggRfb2cvMCtyDz L 2-0-0 - ------ I - 5 -0 -0 -- I 2-0-0 - 5 Scale = 1:13.7 3 1 400 112 r I / T1 2 / % t B1 / 2x4 — a 1 % % LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.05 2-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 19 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 5 -0-0 oc purlins. BOT CHORD 2 X 4 SYP 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 (Ib /size) 3= 102 /Mechanical, 2= 299/0 -3-8, 4 =24 /Mechanical S 1 1, MaxHorz 2= 187(LC4) \ \ \ \\01 p / / // / Max Uplift3- 123(LC 4), 2=- 371(LC 4) \ \\ S • /' / , Max Grav3= 102(LC 1), 2= 299(LC 1), 4 =72(LC 2) \ \CENSF • <� , ■ ■ FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ NOTES (8 -11) O 34869 1. * 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable eli •-. zone and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; 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. — 0 • /LL 1 — 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will — ,, • P� ` fit between the bottom chord and any other members. .n ••• ST OF . , 4) All bearings are assumed to be SYP No.2 . O R(0 5) Refer to girder(s) for truss to truss connections. C 6) • C P Oi . 6) Prot 2e mechani connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 3 and 371 Ib uplift at /, / /sS, A' A� c` ` \\\ 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. / /1/111110° \ 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard II I I November 30 , 2011 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. ■ I Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 5 for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1 109 Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton, FL 33435 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/7P11 Quality Criteria, 058 -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive. Madison, WI 53719. Job — Truss Truss Type — — Qty Ply 394552 EJ01 MONO HIP 2 1 15101340 Builders FirstSource, Jacksonville, Fl 32244 -- - -- -- - - -- - - -- ___ _- Job Reference (Optional) 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:12 2011 Page 1 ID: oz5VgHi RS EuLGjcj ?bPgwrGm_uGEZtXIHGev9KyD - — 20 --F — — — -9- - - - - 2 - --- 7 -0-0 6-0-0 —i 1 -0-0 Scale = 1:17.6 4x5 = 3 4 . pp T2 i l /� n,/I' 4.00 R2 -- w1 Ti -- 2 01 1 �� %x6 — 2x4 it -. 5 -- 6 I — 7-00 LOADING (psf) SPACING 2 -0-0 CSI I DEFL n 7 0 (lac) Vdefl L/d _PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.17 2 -6 >471 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.17 2 -6 >473 180 BCLL 0.0 • Rep Stress lncr YES WB 0.09 Horz(TL) -0.03 4 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) j Weight: 27 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc puffins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SYP No.3 r MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb /size) 4 =22 /Mechanical, 2= 355/0 -3 -8, 5= 176 /Mechanical Installation guide. Max Horz 2= 213(LC 4) t l l l i I/ Max Uplift4 = -3(LC 5), 2=- 413(LC 4), 5=- 188(LC 4) �\ \ \ I !! / // Max Grav4 =53(LC 2), 2= 355(LC 1), 5= 176(LC 1) `\ �\ S ' / / /<" FORCES (I - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. \ \- \CENS /�� WEBS 3-6=-162/351 _� NOTES (10 -13) f.. O 54869 J 1) Unbalanced roof live loads have been considered for this design. ' • 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) gable er1111�F 1 i Z.-- zone and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 — ,� • 4 % 3) Provide adequate drainage to prevent water ponding. •(\ •, STATE OF ,_ \ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide wil S1 • • • .� ORIO P • • � ` fit between the bottom chord and any other members. -c1 \\\ All bearings are assumed to be SYP No.2 . ///7 v /° N A,- � \ \ \\ 7) Refer to girder(s) for truss to truss connections. � 1 / f I I I 1 I I \ \ \ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 Ib uplift at joint 4, 413 Ib uplift at joint 2 and 188 Ib uplift at joint 5. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 11) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 12) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard November 30,2011 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 79 BEFORE USE i Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component B responsibility of building designer - not truss designer. Bracing shown Julius Le e N for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 5 the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure 5 the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. r Job Truss TTruss Type Qty Ply 15101341 r 394552 EJ07 MONO TRUSS 22 1 Job Reference (optional) Build FirstSo rce, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:12 2011 Page 1 ID: oz5VgHij0g9h? R5gjEGKP1z8PBz- EuLGjcj122pBk5aa ?bPgwrGjDuH6ZuuIHGev i -_ -20-0 - I 7 -0-0 I 2 -0-0 7 - Scale = 1:17.3 3 1 4.00 1 ii / / N ------ j T1 2 J 61 ' d 1 � 1:-------- 3x5 q I Plate Offsets (X YZ: [2:0- 2_4,0 -1 -8) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.09 2 -4 >927 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.17 2 -4 >482 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 25 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD 2 X 4 SYP 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 (Ib /size) 3= 157 /Mechanical, 2= 355/0 -3 -8, 4 =41 /Mechanical Max Horz 2= 169(LC 4) Max Uplift 3= 128(LC 4), 2=- 283(LC 4) Max Grav3= 157(LC 1), 2= 355(LC 1), 4 =95(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (8 -11) 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =22ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; 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) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 . 5) Refer to girder(s) for truss to truss connections. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 Ib uplift at joint 3 and 283 Ib uplift at joint 2. 7) "Semi-rigid manufactured product s designed a Member an indiv du fixity l building suitability ty and use of this this component for any particular \ `+ In • I 11/ / / / 8) This ma /// building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. \\\\ S S. `( /,� 9) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) �� • ;LENS ..• . 4 • A, // 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 \ 4$ LOAD CASE(S) Standard - 0 34869 •• F .... . .... . • • — 4 STATE OF \.� •' PiORIOP •' �: //// %•-) N I p\ 0\ II N ovember 30 , 2011 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Julius Lee Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1109 Coastal Bay Blvd, is for lateral support of individual web members only. Additional temporary bracing 10 insure stability during construction is the responsibillity of the Boynton, FL 33435 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPI1 Quality CrIerla, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. • Job - - - -- - - - -- _ Truss Truss Type Qty Ply ` 394552 1 MONO TRUSS 2 1 15101342 -- ._-- -__._ Job Referenceloptional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:13 2011 Page 1 ID: ozSVgHijOg9h?RSgjEGKP1z8PBz- i4vewykfpMx2MF9nZIwvS2psolcUllcuWwOThmyDz_ F . -2 -9-15 5-4 -11 2 -9 -15 - - --- 5 - - - - - -- I - - - -. 9 -0 -13 { 4112 Scale: 1/2 " =1' 4 • ir 2.83,„2 r 3x4= 1 0 3 Ln r-' 9 T1 ----' \ 2 � W1 � . 81 1 1 _ - 11 12 6 �' - -- 7 3x4 = 2x4 II 3x4 = l I —_. _ —._— 5 �4 -11 - - - -- -- - -- _ - - -- - .__ 4- 6 - 2 3 -- - -- -._- -._— f Plate offsets { x j2 0 1 -12 a1 -sj_ j LOADING (psf) SPACING 2 -0 -0 T T CSI DEFL in (Ioc) I /defl L/d PLATES GRIP TCLL 20.0 . Plates Increase 1.25 TC 0.76 Vert(LL) - 0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.07 6 -7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 ht: Code FBC2007/TPI2002 (Matrix) Weight: g 42 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8 -7 -10 oc bracing. WEBS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing 1 be installed during truss erection, in accordance with Stabilizer jnstallation guide_ REACTIONS (Ib /size) 4= 139 /Mechanical, 2= 436/0 -5-11, 5= 201 /Mechanical Max Horz 2= 234(LC 3) Max Uplift4=-166(LC 3), 2=- 633(LC 3), 5=-144(LC 6) Max Grav4= 139(LC 1), 2= 436(LC 1), 5 =231(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 8=- 616/461, 8 -9 =- 619/457, 3-9 =- 586/461 BOT CHORD 2-11=-528/577, 11- 12=- 528/577, 7 -12 =- 528/577, 7 -13 =- 528/577, 6 -13 =- 528/577 WEBS 3-6=-604/553 NOTES (10 -13) 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =22ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) gable end zone; 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) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 . 5) Refer to girder(s) for truss to truss connections, \ 1 1 1 1 I I I I / 1 //, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 Ib uplift at joint 4, 633 Ib uplift at joint 2 \ • , and 144 Ib uplift at joint 5. \ S S. K o 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \ , • Z ∎ // / 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ib up at 1 -5 -12, 39 lb up at v F • 1 -5-12, 25 Ib down and 25 Ib up at 4 -3 -11, 25 Ib down and 25 Ib up at 4 -3 -11, and 48 lb down and 95 Ib up at 7 -1 -10, and 48 Ib down and 95 Ib up at 7 -1 -10 on top chord, and 16 Ib up at 1 -5-12, 16 Ib up at 1 -5 -12, 12 Ib down at 4 -3 -11, 12 Ib down at 4 -3 -11, and 421p down at 7 -1 -10, and 42 Ib down at 7 -1 -10 on bottom chord. The design /selection of such connection device(s) is the responsibility of O 34869 • others. — 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). — 1, • • — 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any — . / particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. • elal 11) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) T •. STATE OF .• .. 12) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 334: c<\ *• • • . • F t, O RID P • ' \ � � LOAD CASE(S) Standard / / s' • �` \\ �� ,, ON �� IContinued_on page _ . —__ November 30 .1 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE Ml1 -7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Boynton, FL 33435 fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. i , Job Truss Truss Type Qty Ply 15101342 394552 HJO7 MONO TRUSS 2 1 Job Reference (optional) Builders FlrstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:13 2011 Page 2 ID: oz5VgHij0g9h? R5gjEGKP1z8PBZ- i4vewykfpMx2MF9nZlWVS2psolcUllcuWWOThmyDz_ • LOAD CASES) Standard 1) Regular: Lumber Increase =1.25, Plate Increase =1.25 Uniform Loads (pli) Vert: 1- 4 = -54, 2 -5 = -10 Concentrated Loads (lb) Vert 8= 78(F =39, B =39) 9= 50(F =25, B =25) 10=-97(F=-48, B =-48) 11= 10(F =5, B =5) 12=-8(F=-4, B =-4) 13=- 28(F = -14, B = -14) \\ \11I1 111 / //, J . ' \C ENF * ' No 34869 • = U * — .n STATE OF ,�• • . • f/ I ON ,p 9 I i November 0,2011 1 r WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 5 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1109 Blvd. 1 Boynton, 10 10 9 C C oasstal l Bay Bay erector. Additional permanent bracing of the overall structure 5 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. b fJob -__ Truss (Truss Type - - - - -- -- - -- -- Qty- Ply -- ' 394552 701 GABLE 4 1 15101343 ___ Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 —" 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:14 2011 Page 1 ID: oz5VgHijOg9h? RSgjEGKP1z8PBz- AHS081kHaf3vzPkz7 ?RVGM61i0G1001 ka7ODCyDz_ I -. .- _ -0 -0 _ - . I- -- - - -- 2 -10-4 I i 2-0-0 - .. 2 -10-4 Scale = 1:9.7 3x4 34.00 I12 8x8 = 4 no r_ e 2 a , 6 / � Tt B 1 ; j 5 2x4 = 5x8 11 F - - -- - -- - _..- _._- ..2-100 -4 _ - - - -JI - -- --- — - _.-- - - -- 2 -10-4 Plate Offsets KY): L0- 3-8,Ed e , [2:0- 5 -12,Ed a 4:d e,0-1-12] -- - -— LOADING (ps() SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 20.0 1 Plates Increase 1.25 TC 0.39 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.01 1 n/r 90 BCLL 0.0 • Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 n/a n/a I BCDL 5.0 Code FBC2007/rP12002 (Matrix) Weight: 14 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -10-4 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing 1 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 239/2 -10 -4, 5= 45/2 -10-4 Max Horz 2 =83(LC 4) Max Uplift2=- 250(LC 4), 5= -17(LC 5) Max Gray 2= 239(LC 1), 5 =49(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (10 -13) 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 -2002. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4 -0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will I I 1 1 I \ \ \\1` Ill // fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 . \ \\ S S• k /0 / 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 Ib uplift at joint 2 and 17 Ib uplift at joint \ i 5. OCENSF'`�c<\ 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) This manufactured product is designed as an individual building component. The suitability and use of this component for any O 34869 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. / — 11) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 12) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 .� • • , _ • LOAD CASE(S) Standard , T •. STATE OF .• • , FC ORIDP'•.•• O �\ S/ ONAL • �? / / I `'� Ifi111►t November 30,2011 r A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenfers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regording l Boynton, FL 33435 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 15101344 394552 T02 MONO TRUSS 8 1 Job Reference (optional) Builders FirstSource, Jacksonville, Fl 32244 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:142011 Page 1 ID: ozSVgHijOg9h? R5gjEGKP1z8PBz- AHS081kHaf3vzPkz7 ?R8 ?GM6Ui z1oA1ka70DCyDz_' i. 2 -0-0 I - - 2-6-12 — 1 -10 - 2-0-0 2-6 -12 0 -3-8 Scale= 1:10.0 3 4 2x4 4.00 12 / 2 / ll_ j T1 i 1 B1 c� / / %/ 2x4 6 5 1 2x4 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.01 2 -6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) 0.01 2 -6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) 1 Weight: 13 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 2 -10-4 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 4 SYP No.3 I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation guide. REACTIONS (Ib /size) 2= 252/0 -3-8, 5 =39 /Mechanical Max Horz 2 =99(LC 4) \� p \ \ \ \ \ t l Ii f / / / /// Max GPa 2 =252(LC )) 5 46(LC 2) �\\ S • . / < �o • \ GEN s6 - •. �, i FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (8 -11) O 34869 -- 1) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.0psf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C_ Exterior(2) zone; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip • • • DOL =1.60 — • / i -- 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 40 ` 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will \ • STATE OF .` fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 . �l '. F� ORIDP • ` G 5) Refer to girder(s) for truss to truss connections. �� \ \� • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 Ib uplift at joint 2 and 85 Ib uplift at joint // Q N A` \\ 5. / /f / /611 \ \ \\ 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. 9) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) 10) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 LOAD CASE(S) Standard November 30,2011 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII. 7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Julius Lee Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1109 Coastal Bay Blvd. is tor lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton, FL 33435 erector. Additional permanent bracing of the overall structure k the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria. DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. Job -- -- -- .. Truss Truss Type Qty Ply - -- 394552 T03 -GABLE 15101345 2 I Job Reference (optional) 1 Builders FirstSource, Jacksonville, Fl 32244 -- - - - - - - -_ - - - - - - ---- _ 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:15 2011 Page 1 ID: HAeul cjLnzHXdbgtGynZyFz8PBy- eTOOLeIvLzBmbYJ9gjyNYTuH25L1 mEBBzEtalfyDz_ F - - - -2 -0-0 -_F -- -- - - - -- -_ 5 - -- ---- - -- -- 1 0 - __. - H 4-0-0 ---- - - - — ._ - 5 -0 -0 Scale = 1:22.6 1 3x4 = 4.00 i12 2x4 2x4 I I 4 5 6 1 3x4 % 3� �, � 7 � 3x4 / / iST1 S Tt ---_\ u � _ 8 N 1 A •• A V A• 'AC ** � ' AY d / / 2x4 = 5x8 I I t0 9 5x8 II 2x4 I I 2x4 I I 2 x 4 i - -._ - -- - -- - -- _ 10 -0 -0 10-0-0 Plate Offsets (X Y)_ R:0-3-8,51494 [2:0- 5- 12,Edge] L.0- 2- 0,EdgetIt10 -3 8 Edgel j 5 -12 Ebel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.01 1 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2007/TPI2002 (Matrix) Weight: 41 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. OTHERS 2 X 4 SYP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS All bearings 10 -0-0. Installation guide. (Ib) - Max Horz 2 =98(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 8 except 2=- 327(LC 4), 10=- 122(LC 4), 9=- 275(LC 5) Max Gray All reactions 250 Ib or less at joint(s) 2, 8, 10 except 9= 287(LC 11) ' FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 2 -10 =- 133/253, 9 -10 =- 133/253, 8 -9 =- 133/253 WEBS 6-9 =- 245/373 i NOTES (11 -14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 ' 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUfPI 1 -2002. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1 -4 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I I 1 1 [ f 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6-0 tall by 2 -0 -0 wide will ,\ ■ t �+ f y// fit between the bottom chord and any other members. `\� S S• K 0, 8) All bearings are assumed to be SYP No.2 . � ,(� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt =1b) 2.327....; \ \ oCENs - . `\,( // � ` 10 =122, 9 =275. 10) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. — O 34869 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any — particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. - . , — 12) For special connections with reactions or uplifts less than 300 lbs. Use typical toe -nail connection (refer to BFS detail package) — 13) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 3343411-A1 I I • / 1 - LOAD CASE(S) Standard STATE OF .`]. FLORIDP'.•• • / 1O N At- \\\ ►jllit► November $0 2011 Ai WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an individual building component. I Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Julius Lee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 109 Coastal Bay Blvd. erector. Additional permanent bracing f the overoll structure a the responsibility p onsibilit y of the building designer. For general guidance regarding Boynton, FL 33435 fabrication quality control, storage, delivery, erection and bracing, consult PI1 Quality Criteria, DSB -8 9 Component and BCSI1 Buildin Com onent - - - - - - - - Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, ison. WI 53719 Job Truss Truss Type Qty Ply 15101346 394552 T04 COMMON 4 1 Job Reference (optional) Builders FlrstSOUrce, Jacksonville, F132244 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Nov 30 14:43:15 2011 Page 1 ID:HAeul cjlnzHXdbgtGynZyFz8PBy eTOOLeIvLzBmbYJ9gjyNYTuHE5LhmEd8zEtalfyDz_ rr H - 7 - 0 - 0 I --- -- __.... 5 - -- -- I 7.0 -Q I 2 - 5 - 0 - 0 2 -0-0 Scale = 1:17.3 4x5 3 P 3x4 4.00 112 1 4 T2 W1 wo e* T1 _ / W3 i`'' 2 j ' / i ...11111H1 B1 _1. (_,S 1 ��2 - 6 3x4 - 5 Ilk 2x4 I I t - _ _.. ___... -_ - - -. ---- - -0-0 — }.- __ -_. -- 7 -0-0 - - - -- 5 -0-0 2 -0 -0 LOADING (ps() SPACING 2 -0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.01 2 -6 >999 240 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.03 2 -6 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 5 n/a n/a BCDL 5.0 Code FBC2007/TP12002 (Matrix) Weight: 31 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SYP No.2 end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W3: 2 X 4 SYP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 352/0 -3 -8, 5= 195 /Mechanical Max Horz 2= 117(LC 6) Max Uplift2=-293(LC 4), 5= -92(LC 5) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (9 -12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 120mph (3- second gust); TCDL= 4.2psf; BCDL= 3.Opsf; h =22ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone;C -C for members and forces & MWFRS for reactions shown; 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 . 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt =lb) 2 =293. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \ t \ 1 11 I 1 1 1 / / / 9) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular \ r( \ /, � � building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. \\` S S• / 11/, 10) For special connections with reactions or uplifts less than 300 lbs. Use typical toe-nail connection (refer to BFS detail package) " • • • .CEN$ • • �`,(� 7, 11) Truss Design Engineer: Julius Lee, PE: Florida P.E. License No. 34869: Address: 1109 Coastal Bay Blvd. Boynton Beach, FL 33435 -. \ F `` LOAD CASE(S) Standard 0 34869 * = I I I .. - 6 aGrA .1 1 :-- 4111 \ STATE OF .• . �sS . FL ORU ��j / / /'/ � /O �� November 30,2011 1 I � n WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Julius Lee Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1109 Coastal Bay Blvd. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Boynton, FL 33435 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSII Building Component Safety Inlormatlon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. CHECK REQUEST Al DATE 01/11/12 ' 1, VENDOR NO PAYEE Beaches Habitat 05119"''' ADDRESS 1671 Francis Street 01") CITY Atlantic Beach O STATE Florida ZIP CODE 32233 ACCOUNT DESCRIPTION ACCOUNT NUMBER PROJECT NO. AMOUNT 800 Stocks Street System Dev Charge Sewer 4100003435200 Permit #11 -3020 $4,050.00 800 Stocks Street Water Meter Charge 40000003433302 Permit #11 -3020 185.00 800 Stocks Street Cross Connection Fee 40000003433302 Permit #11 -3020 50.00 Subtotal from Page 2 TOTAL $4,285.00 DESCRIPTION OF ITEM OR SERVICE: Refund Beaches Habitat overcharged for sewer sdc and water meter. SDC had already been paid and existing water meter on site. (dwelling was demolished from this location) SPECIAL INSTRUCTIONS: See attached email. Any questions please contact Donna Kaluzniak. To expedite processing, please attach adequate documentation to support payment. ADDITIONAL APPROVALS ONLY REQUIRED WHEN CHECK REQUEST IS OVER $500 ,dwhite for donna k 1 -11 -12 REQUESTED BY / DATE DEPT HEAD / DATE FINANCE DIR / DATE CITY MGR / DATE Effective: 5/10/04 Revised: 5/19/04 CHECK REQUEST DATE 01/11/12 VENDOR NO. PAYEE ADDRESS /e 7 .a CITY �9.3 STATE ' XL- ZIP CODE 2 ACCOUNT DESCRIPTION ACCOUNT NUMBER PROJECT NO. AMOUNT e -4-r--y. #/o 000 3 V3S "2-e-0 cc pa . Aht, 4000000 3 y 333o Watt,, f °v Subtotal from Page 2 , C 0 D A i ‘.2_35---,01 DESCRIPTION OF ITEM OR SERVICE: g 3 - 2) 67 C� .- - �-A2TLtifz� 1 S ,_ e L z i_c9_, afi _i_ x _ . „ . i i,,....,t,„ — PECIAL INSTRUCTIONS: P6--= . c T //- 30 To expedite processing, please attach adequate documentation to support payment. ADDITIONAL APPROVALS ONLY REQUIRED WHEN CHECK REQUEST IS OVER $500 I R EQUESTED BY / DATE DEPT HEAD / DATE FINANCE DIR / DATE CITY MGR / DATE Effective: 5/10/04 Revised: 5/19/04 White, Debbie From: Benjamin, Jeri Sent: Wednesday, January 11, 2012 11:02 AM To: White, Debbie Subject: FW: 800 Stocks Street Been in a meeting... From: Kaluzniak, Donna Sent: Monday, January 09, 2012 8:55 AM To: Benjamin, Jeri Subject: Re: 800 Stocks Street Yes thanks Sent from my Motorola Smartphone on the Now Network from Sprint! Original message From: "Benjamin, Jeri" <ienjamin J coab.us> To: "Kaluzniak, Donna" <dkaluzniaka.coab.us> Sent: Mon, Jan 9, 2012 08:31:05 EST Subject: FW: 800 Stocks Street Good Morning Donna, Is this OK to refund? Jeri From: White, Debbie Sent: Friday, January 06, 2012 9:21 AM To: Benjamin, Jeri Cc: Kaluzniak, Donna; Matthews, Carlene Subject: RE: 800 Stocks Street Jeri, I have access and can refund these specific charges for Donna K. I will have to have something in writing that it was charged in error. Let me know if that is okay with Finance. Thanks, Debbie W. Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT C7 (904) 247 -5826 (904) 247 -5845 FAX From: Kaluzniak, Donna Sent: Thursday, January 05, 2012 4:54 PM To: Matthews, Carlene 1 White, Debbie From: Kaluzniak, Donna Sent: Wednesday, January 11, 2012 4:31 PM To: White, Debbie Cc: Matthews, Carlene; Benjamin, Jeri Subject: FW: REFUND ON SDC AND WATER METER CHARGES Attachments: Beaches Habitat Refund 800 Stocks Street.xls Debbie, I changed to add the $50 cross connection fee - Donna From: White, Debbie Sent: Wednesday, January 11, 2012 1:06 PM To: Kaluzniak, Donna Cc: Matthews, Carlene; Benjamin, Jeri Subject: REFUND ON SDC AND WATER METER CHARGES Donna, I have adjusted the fees in the HTE system and prepared a check request for Mike Griffin to sign for the overpayment on 800 Stocks Street. Mike wants to verify with you that I have prepared the paperwork for the correct amounts as follows. $4050.00 SDC $185.00 Water Meter $4235.00 Total Refund I have attached a copy of the check request form with all information for your review. Please verify that these are the correct amounts. Thank you, Debbie W Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT (904) 247 -5826 (904) 247 -5845 FAX 1 i fe ir 4 ',-1.1 ern( OF ATLANTIC BEACH k PUBLIC Marna 1208 Sandpaper Lase ATLANTIC BRAM FL 32233 NEW SAT or (*04) 247.7`4 WATER/ SEINER TAP REQUEST Date: . - ,3 _/ Address: SQ') 5 d Si No. of Units: Cononercial „Eearderdiel _Z......Ma1t -P New water Tags) It �) New I ---" � Mew Upends Exie‘g Mew froot to New Cond on to City ScwerL (sins) Nante: Apphcent City: 11 std Emil Addrt� CeU Nom Sim: App-----77-77211&:4-........c7mror.....sr.....................343 UN V wab;r 8y , Nv . sewar sy txe $ /, 1 Water , S S ewer Tap ------ ._____ s Cones Other Co""` _-,. s TOTAL ZScsd APPROVED.. / .i I -t a...n0:- C4AIDS SSFSYji'D AIM 4 , 4lyPRt y l7► l �, S� IPSO O ijii -0 CITY OF ATLANTIC BEACH 800 SEMINOLE ROAD ATLANTIC BEACH, FL 32233 .ari �3r INSPECTION PHONE LINE 247 -5814 Number io . . . • • 11- 0 0003020 Application Num Applicat Address Num A 800 STOCKS ST Date 1/27/12 Application type description SINGLE FAMILY DWELLING ATTACHED Property Zoning Application valuation . . . TO BE UPDATED ----------------- - - - - -- 75000 Application desc ------ ------- - - - - -- ___________ --_-_-NEW - SINGLE -FAMILY -ATTACHED ---------------------------------- ------------------------------- Owner ------------------------ Contractor BEACHES HABITAT -- --- - - - -- ______ 1671 FRANCIS AVE. BEACHES HABITAT ATLANTIC BEACH FL 32233 1671 FRANCIS AVENUE (904) 24 1 -1222 ATLANTIC BEACH ------ '---- - - - - -- (904) 241 -1222 FL 32233 Structure Information 000 000 Construction Type Occupancy Type TYPE 5 -A ----- -- - - - - -- Flood Zone RESIDENTIAL - - - - - -- ________ ZONE X PLUMBING PERMIT Permit ----- --- -- -- -- Additional desc - - - -- Sub Contractor . • ADVANTAGE PLUMBING Permit Fee _ Issue Date 125.00 Plan Check Fee . .00 Expiration Date . Valuation • 7 /25/12 0 Special Notes and Comments *2007 FLORIDA BUILDING CODE W/2009 REVISIONS NATIONA1 ELECTRIC CODE *SUBMIT "CERTIFICATE OF COMPLIANCE" BY A LICENSED PEST CONTROL COMPANY PRIOR TO C.O. WINDOW AND DOOR INSPECTION: *INSTALLATION INSTUCTIONS REQUIRED *ALL STICKERS ARE TO REMAIN ON THE WINDOWS * PROVIDE ACCESS TO ALL WINDOWS TO INSPECT FASTENERS Avoid damage to underground water /sewer utilities. Verify vertical and horizontal location of utilities. dig if necessary. If field coordination is needed, call Hand 2 47 -5834. Full right -of -way restoration, including sod, is required. Roll off container company must be on City approved list and container cannot be placed on City right -of -way. Contact Public Works (247 -5834) for Erosion and Sediment Control Inspection prior to start of construction. Other Fees STATE PLBG DCA SURCHARGE PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CIT%S 11W AW-INW IPaRn C HE FIORI A 00 BUILDING CODES. d .i.,4 -,,,,,„\ N ,.. 0. CITY OF ATLANTIC BEACH I °� s) 800 SEMINOLE ROAD 07-„ ATLANTIC BEACH, FL 32233 �; INSPECTION PHONE LINE 247 -5814 Page 2 Application Number 11- 00003020 Date 1/27/12 Fee summary Charged Paid Credited Due Permit Fee Total 125.00 125.00 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 4.00 4.00 .00 .00 Grand Total 129.00 129.00 .00 .00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. PLUMBING PERMIT APPLICATION CITY OF ATLANTIC BEACH 800 Seminole Rd Atlantic Beach, FL 32233 Ph (904) 247 -5826 Fax (904) 247 -5845 JOB ADDRESS: : � r r A. J • PERMIT # NEW OR REPLACEMENT INSTALLATION: Project Value $ TYPE OF FIXTURE QTY TYPE OF FIXTURE Bathtub 1 QTY Clothes Washer 1 S Tank & Pit Dishwasher Shower _L.__ Drinking Fountain Shower Pan Floor Drain Slop Sink Floor Sink Three Compartment Sink Hose Bibs Toilet Kitchen Sink _ Urinal Laundry Tray — L__ Vacuum Breakers Lavatory Water Connected Appliances Other Fixtures Water Heater �– Water Treating System RE -PIPE: TYPE OF FIXTURE QTY TYPE OF FIXTURE Bathtub QTY Clothes Washer Septic Tank &Pit Dishwasher Shower Drinking Fountain Shower Pan Floor Drain Slop Sink Floor Sink Three Compartment Sink Hose Bibs Toilet Kitchen Sink Urinal Laundry Tray Vacuum Breakers Lavatory Water Connected Appliances Other Fixtures Water Heater Water Treating System MISCELLANEOUS: ❑ Sewer Replacement ❑ Back Flow Preventer ❑ Grease Interceptor (Trap) gallons (Requires 3 sets o ❑ Lawn Sprinkler System - Number of Heads of plans) ** SJRWD Well Completion Form. Completed form to be submitted to tire-Raring Department for final ins e ❑ Other p chon. ** Permit becomes void if work does not commence within a six month period or work is suspended or abandoned for six months. I hereby certify that I have read this application and know the same to be true and correct. All provisions of laws and ordinances governing this work will be complied with whether specified or not. The permit does not give authority to violate the provisions of any other state or local law regulation construction or the performance of construc P ti Property Owners Name , el , ^, Lion. • Phone Number / f p 9___a Plumbing Company • , �. 9 7 9�W Fax .4 ` Office Phone rA Co. Address: ,. _ IP AO : 1,1 �•' City 1 State License Holder (Print): ill • Zip 33 ' – ' ti C Sta e Certifi• : ;- - •n/Registration # _14 VVotari ed Si; nature o Licens • 1 Ider - . 4 , "' MycO t7':.' H;.. .Sworn and subscr' . ed . - -•re me this � a eX JUt t u a 1 I� day of —°" 0 ) � ;,�, ' �>dedThruNot ; Signature of Notary Public . '' l � � 41 Noli