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RC-17-1288 (2)—� 5� 'DRaW iNGs — �- Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (30S) 762-4949 BUILDING PERMIT APPLICATION ❑BUILDING ❑ ELECTRIC ❑ ROOFING S P.05 2018 BY: FBC 20 ! q Master Permit No.' zC • 05 -1-1 • rzss Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS E] CHANGE OF ❑ CANCELLATION6SHOP q • !� CONTRACTOR �DRAWINGS JOB ADDRESS: \"D N1\p \ 41;�IMM-a— j " City: Miami Shores County Miami Dade Zip• 3� Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): N44'V "Y �ii��V lam. 1(^►iLA{J1y hone#: Address: City: State: Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: C-77 A- �flE-1 1-4 /+ _ [� PMA0T=L*1 TW &Af Phone#: Address: :i1 Lc n Agb w 71T> aji- •f'r''� City: _4�_-, IEVTk- F'k1 il4_l L State: Zip: V Qualifier Name: Phone#: State Certification or Registration #: ` Certificate of Competency M DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration New �tRt1Wr/Reelace ❑ Demolition Description of Work:p a r, _.act: �V' o � X" n Specify color of color thru tile: • .,,�,� - .,, .. Submittal Fee $ Permit Fee $ I w 4` yyY . , •� CCF'rr' • ••• ,z CO CC Scanning Fee c 7 Radon Fee $ rt•,f!t6t DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is is I In the absence of such posted notice, the inspection will not be approvef and a reinspection fee will be charged. I Signature Iff Signature V v — M 'N, OW R or AGENT CONTRACTOR M The foregoing instrurtyent�r. q�as acknowledged before me this day o C-A V t 20 , g by Q w �personal;yn to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: The foregoing instrument was acknowledged before me this day of v 20 by Mn (Ah CCIL) 1211—o is personally kno to me or who has produced _ T I I ( s 0 identification and who did take an oath. NOTARY PUBLIC: S Print:: MY COMMISSION # GG 044602 Seal: %;Fo: F��P' Bonded Thru Notary Public Underwriters APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) 6 GEOTEeHNICAL4 ENVIRDNMENTAL I MATERIALS TESTING I ASBESTOS 1 ROOF TESTING I INSPECTION SERVICES I DRILLING SERVICES oEc DYNATECH ENGINEERING CORP. W W W.DYNATECHENGINEERING.COM MOISTURE -DENSITY RELATIONS OF SOILS PROCTOR COMPACTION TEST DATE: April 6, 2018 • .. • CLIENT: MOSSCROP ASSOCIATES INC. 0 00:6 0 PROJECT: Proposed Residence . 00000 : • • • : • ADDRESS: 910 Northeast 99th Street Miami Shores FL .. CONTRACTOR: Mosscrop Associates, Inc. : • • • •' • • ...... MATERIAL DESCRIPTION: Brown sand w/ small rock fragments . • . : • • • • : .. . SAMPLED BY: WD TESTED BY: • • 'WD TEST RESULTS Sample Number 2 The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb. Hammer and an 18" drop ASTM D-1557. % MOISTURE 6.5 7.6 9.9 14.6 DRY DENSITY 98.6 101.0 103.7 102.4 Optimum Moisture 11.6 Percent 100% Maximum Dry Density 104.9 lbs./cu.ft. % Passing 3/4" Sieve 96 Percent c5E Sampled By: WD Tested By: WD Checked By: WN As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorizatidn for use, publication of statements, conclusions or extracts from or regaiding. , our reports is reserved pending our written approval. 10 12 14 16 Respectively sub itted, wtssarjYNaamanl, F.h. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Certificate of Authorization No.: CA 5491 D R Y D E N S I T Y ` GEOTE`LHNICAL.I ENVIRONMENTAL I MATERIALS TESTING I ASBESTOS 1 ROOF TESTING I INSPECTION SERVICES I DRILLING SERVICES CN DYNATECH ENGINEERING CORP. W W W.DYNATECHENGINEERING.COM FIELD DENSITY TEST OF COMPACTED SOILS DATE: April 6, 2018 • • • • . . ...... CLIENT: MOSSCROP ASSOCIATES, INC. ' ' .... • PROJECT: Proposed Residence nu 900000 0000 ADDRESS: 910 Northeast 991h Street, Miami Shores, FL •....' :""' ••••• • ...... .. . .. ..... CONTRACTOR: Mosscrop Associates, Inc. ' .... ...... -----------------------------------------------------------�—��-----------=.y-ter.. Test No. 3 Location: East side of pool wall backfill, 1st lift Test No. 4 Location: West side of pool wall backfill, 1" lift ' • •' • Test No. 5 Location: East side of pool wall backfill, 2nd lift Test No. 6 Location: West side of pool wall backfill, 2nd lift Test No. 7 Location: East side of pool wall backfill, 3rd lift Description of Material: Brown sand w/small rock fragments ------------------------------------------------------------------------------ ----------------------------------------------------------------------------- TEST NO. 3 4 5 6 7 DEPTH 12" 12" 12" 12" 12" FIELD DENSITY 102.9 103.6 103.4 103.8 104.1 MOISTURE CONTENT % 9.8 9.4 8.6 8.4 8.9 MAX. DENSITY IN THE FIELD % 98.1 98.8 98.6 98.9 99.2 COMPACTION REQUIREMENTS % OF MAXIMUM DENSITY 98% 98% 98% 98% 98% 100% MAXIMUM DENSITY (LAB) 104.9 104.9 104.9 104.9 104.9 REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS Tested By: WD Respectfully Submitted, Checked By: WN Wissam Naamani, P.E. `` ; " • �� DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 C'CjJ Certificate of Authorization No.: CA 5491 *A density test determines the degree of compaction of the tested:ldyerof material only. In no way5ss all a density test replace a soil bearing capacity determination a soil boring test must be provided by client, prior to construction to verify subsoil conditions. As a rllitual protection to the clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorizatiol for publication of stateme1l onclusions or extracts from or regarding our reports is reserved pending on our written approval. ' . GEOTECHNICALI ENVIRONMENTAL I MATERIALS TESTING I ASBESTOS I ROOF TESTING I INSPECTION SERVICES I DRILLING SERVICES 1PNEDYNATECH ENGINEERING CORP. W W W.DYNATECHENGINEERING.COM FIELD DENSITY TEST OF COMPACTED SOILS DATE: April 6, 2018 • • • • . . .... ...... CLIENT: MOSSCROP ASSOCIATES INC. ' ' ' PROJECT: Proposed Residence (cry • • 00000 0000 ADDRESS: 910 Northeast 99th Street, Miami Shores, FL ' ....' • • : • • ...... . .. ..... CONTRACTOR: Mosscrop Associates, Inc. .. • ' 0 0 * • • • • • • ----------------- ---- Test No. 8 Location: West side of pool wall backfill, 3rd lift :....: •• • •• • Test No. 9 Location: East side of pool wall backfill, 4" lift ' • •' •' Test No. 10 Location: West side of pool wall backfill, 41h lift Test No. 11 Location: East side of pool wall backfill, 51h and final lift Test No. 12 Location: West side of pool wall backfill, 51h and final lift Description of Material: Brown sand w/small rock fragments ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- TEST NO. 8 9 10 11 12 DEPTH 12 51 2" 1211 2" j 251) 1291 2" 1215 FIELD DENSITY 104.2 103.7 103.3 104.0 103.5 MOISTURE CONTENT % 8,0' 8,5 9.0 9.3 9.8 MAX. DENSITY IN THE FIELD % 99.3 98.8 98.5 99.1 98.7 COMPACTION REQUIREMENTS OF MAXIMUM DENSITY 98% 98% 98% 98% 98% 100% MAXIMUM DENSITY (LAB) 104.9 1 104.9 1 104.9 104.9 1 104.9 REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS Tested By: WD Checked By: WN Respectfully Submitted, k �- t-DCDYNATECH ENINEERICORP.RP W W W.DYNATECHENGINEERING.COM Miami, April 13, 2018 Mr. Ilija Mosscrop '••••' •••••• MOSSCROP ASSOCIATES, INC. "" �• • • •' •' • • • •' • • • 460 Northeast 591h Street • ...... Miami, FL 33137 "" ;•••�' ...... . .. ..... Re: Proposed Residence @ " " "" "' • �' 910 Northeast 99th Street ' ' Miami Shores, FL : • • • • .. Dear Mr. Mosscrop: Pursuant to your request; DYNATECH ENGINEERING CORP. (DEC) inspected the soils at the above reference property. Based on our site inspection, soil testing and compactions tests; it is our professional opinion that the inspected soil is suitable for support of the proposed construction and that the foundation bearing capacity meet or exceed 2500 PSF. Enclosed find copies of our field testing logs. It has been a pleasure working with you at this phase of your project and look forward to do so in the near future. Sincerely yours, Wissam Naamani P. E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Special Inspection No. 757 C. Certificate of Authorization No.: CA 5491 �Ne 1 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM #E' C EcX\' DYNATECH ENGINEERING CORP, W W W.DYNATECHENGINEERING.COM MOISTURE -DENSITY RELATIONS OF SOILS PROCTOR COMPACTION TEST DATE: April 13, 2018 CLIENT: MOSSCROP ASSOCIATES INC. • • :"' ' • ...... PROJECT: Proposed Residence (a� • • • • • ' ADDRESS: 910 Northeast 99th Street Miami Shores FL .... CONTRACTOR: Mosscron Associates, Inc.40:06 • MATERIAL DESCRIPTION: Gray sand w/rock fragments : • " • •' • SAMPLED BY: WD T & ;D ,.•••. BY:- • • r�D to • TEST RESULTS Sample Number 3 The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb. Hammer and an 18" drop ASTM D-1557. % MOISTURE DRY DENSITY 5.0 102.6 6.3 104.8 8.5 107.1 110 13.1 106.5 108 106 Optimum Moisture 10.2 Percent 100% Maximum Dry Density 108.4 lbs./cu.ft. 104 % Passing'/4" Sieve 89 Percent 102 100. Sampled By: WD Tested By: WD Checked By: WN s��Y .tJ � As a mutual protection to clients, the public and ourselves, all reports Tr are submitted as the confidential property of clients, and authorization 3 ' for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. 6;' t�1� ] 0 12 14 16 y Re pe�ttvely su wi ted r t = Wir Wn*Naamani, P.E. I7Y�ATECH ENGINEERING CORP. -- CF,ilcJr►da Reg. No. 39584 e ,�.i;. �0 i:ertificate of Authorization No.: CA 5491 D R Y D E N S I T Y 2 750 WEST 84TH STREET, HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EC _DEC DYNATECH ENGINEERING CORP. W W W.DYNATECHENGINEERING.COM FIELD DENSITY TEST OF COMPACTED SOILS DATE: April 13, 2018 CLIENT: MOSSCROP ASSOCIATES INC. •••• PROJECT: Proposed Residence (u� • ADDRESS: 910 Northeast 991h Street Miami Shores FL """ •.000000• . • ••••.• CONTRACTOR: Mosscrop Associates, Inc. 0000 ..... • • • • • • 000 •.•••• • • Test No. 13 Location: East side of residence building pad . •..;. Test No. 14 Location: Center of residence building pad .' • • • • • • • •• • • • Test No. 15 Location: West side of residence building pad " • Test No. Location: Test No. Location: Description of Material: Gray sand w/rock fragments TEST NO. 13 14 15 DEPTH 12" 12" 12" FIELD DENSITY 107.4 106.9 107.2 MOISTURE CONTENT % 7.6 7.4 7.0 MAX. DENSITY IN THE FIELD % 99.1 98.6 99.0 COMPACTION REQUIREMENTS % OF MAXIMUM 98% 98% 98% 100% MAXIMUM DENSITY (LAB) 108.4 108.4 108.4 REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS * Please note this is not a pad certification. A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior to construction. Respectfully submitted, Tested By: WD Checked By: WN��`^ ' ,• r� jI.` Wrs'aari1 Naamani, P.E. s D' A7 TECH ENGINEERING CORP. Flbr*•Reg. No. 39584 Cei*ficate of Authorization No.: CA 5491 *A density test determines the degree of compaction of the tested layer of material only. In.no way shall a -de test replace a soil bearing capacity determination. A soil boring test must be provided by client, prior to construction to verify subsoil condition$,,',' a^ ,. al protection to the clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of'statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. 3 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM rEC `3EOTECNNICAL I INVIRONMENTAL I MATERIALS TESTING I ASBESTOS I ROOF TESTING I INSPECTION SERVICES I DRILLING SERVICES cL DYNATECH ENGINEERING CORP. W W W.DYNATECHENGINEERING.COM MOISTURE -DENSITY RELATIONS OF SOILS PROCTOR COMPACTION TEST DATE: April 6, 2018 • • • •' • • • • • • CLIENT: MOSSCROP ASSOCIATES, INC. • • • • • • • • • • • • • PROJECT: Proposed Residence (n • • • • • ADDRESS: 910 Northeast 99th Street, Miami Shores, FL .... . • • • • • • • • ..... • •: • •' CONTRACTOR: Mosscrop Associates, Inc. .. .. .... • • • • • • ...... .' MATERIAL DESCRIPTION: Brown sand w/small rock fragments . . . . 0 ...... SAMPLED BY: WD TESTED BY;.*. IWD TEST RESULTS Sample Number 2 The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb. Hammer and an 18" drop ASTM D-1557. % MOISTURE DRY DENSITY 6.5 98.6 7.6 101.0 9.9 103.7 14.6 102.4 Optimum Moisture 11.6 Percent 100% Maximum Dry Density 104.9 lbs./cu.ft. % Passing 3/4" Sieve 96 Percent C(.._ • u Sampled By: WD ; CI- ( Tested By: WD tij ( .� Checked By: WN �' �• e e As a mutual protection to clients, the public and ourselves, all reports, are submitted as the confidential property of clients, and authorizatidn X for use, publication of statements, conclusions or extracts from or regarding. our reports is reserved pending our written approval. Y r 10 12 14 16 Respectively sub itted, wissatlYNaamanl, r.t. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Certificate of Authorization No.: CA 5491 D R Y D E N S I T Y GEOTECHNICAL I ENVIRONMENTAL I MATERIALS TESTING I ASBESTOS I ROOF TESTING I INSPECTION SERVICES I DRILLING SERVICES EC DYNATECH ENGINEERING CORP, W W W.DYNATECHENGINEERING.COM FIELD DENSITY TEST OF COMPACTED SOILS DATE: CLIENT: April 6, 2018 MOSSCROP ASSOCIATES, INC. . . 00 • • • • .... ...... PROJECT: Proposed Residence 2 00%09 ...:.. .... 6606:0 ADDRESS: 910 Northeast 991h Street Miami Shores FL • • • • • • ....0 CONTRACTOR: Mosscrop Associates, Inc. ...... . •• .... • ..... ...... ----------------------------------------------------------- -------------- Test No. 3 Location: East side of pool wall backfill, 1St lift . . :""' ...... Test No. 4 Location: West side of pool wall backfill, 1 St lift .. . •• • • .. • . • Test No. 5 Location: East side of pool wall backfill, 2nd lift Test No. 6 Location: West side of pool wall backfill, 2nd lift Test No. 7 Location: East side of pool wall backfill, 3`d lift Description of Material: Brown sand w/small rock fragments ---------=========--=========------------------------------------------------ ----------------------------------------------------------------------------- TEST NO. 3 4 5 6 7 DEPTH 12" 12" 12" 12" 12" FIELD DENSITY 102.9 103.6 103.4 103.8 104.1 MOISTURE CONTENT % 9.8 9,4 8.6 8.4 8.9 MAX. DENSITY IN THE FIELD % 98,1 98,8 98.6 98,9 99.2 COMPACTION REQUIREMENTS OF MAXIMUM DENSITY 98% 98% 98% 98% 98% 100% MAXIMUM DENSITY (LAB) 1 104.9 1 104.9 1 104.9 1 104.9 1 104.9 REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS Tested By: WD Checked By: WN A Respectfully Submitted, Wissam Naamani, P.E. `& , ' " w,-- DYNATECH ENGINEERING CORP. t� . "�° Florida Reg. No. 39584 Certificate of Authorization No.: CA 5491 *A density test determines the degree of compaction of the tested:l9yer,of material only. In no wiiylall a density test replace a soil bearing capacity determination a soil boring test must be provided by client, prior to construction to verify subsoil conditions. As aiUtual protection to the clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authoriigtioo for publication of stateme conclusions or extracts from or regarding our reports is reserved pending on our written approval. 4 • GEOTECHNICAL PENVIRONMENTAL I MATERIALS TESTING I ASBESTOS I ROOF TESTING I INSPECTION SERVICES I DRILLING SERVICES cL DYNATECH ENGINEERING CORP. W W W.DYNATECHENGINEERING.COM FIELD DENSITY TEST OF COMPACTED SOILS DATE: April 6, 2018 • • • • CLIENT: MOSSCROP ASSOCIATES INC. . . ' ' ... ...... ' PROJECT: Proposed Residence 2 ' .0000: ADDRESS: 910 Northeast 991h Street, Miami Shores, FL 0000 • 0 * 0 0 • :'' " • ..... CONTRACTOR: Mosscrop Associates, Inc. ...... . .. • ..... -•- •....• • Test No. 8 Location: West side of pool wall backfill, 3`d lift :0... Test No. 9 Location: East side of pool wall backfill, 4th lift '..'.' Test No. 10 Location: West side of pool wall backfill, 4th lift Test No. 11 Location: East side of pool wall backfill, 5t_h and final lift Test No. 12 Location: West side of pool wall backfill, 51h and final lift Description of Material: Brown sand w/small rock fragments TEST NO. 8 9 10 11 12 DEPTH 12" 1279 12" 12" 12" FIELD DENSITY 104.2 103.7 103.3 104.0 103.5 MOISTURE CONTENT % 8.8 8.5 9.0 9.3 9.8 MAX. DENSITY IN THE FIELD % 99.3 98.8 98.5 99.1 98.7 COMPACTION REQUIREMENTS % OF MAXIMUM DENSITY 98% 98% 98% 98% 98% 100% MAXIMUM DENSITY (LAB) 104.9 104.9 104.9 104.9 104.9 REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS Tested By: WD Checked By: WN Respectfully Submitted, ,, ,; . ^. ! t.4 • , Wissa Naamani, P.E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Certificate of Authorization No.: CA 5491 *A density test determines the degree of compaction of the tested layer of material only. In no way s%I a density test replace a soil bearing capacity determination a soil boring test must be provided by client, prior to construction to V.erify subsoil conditions -,As a m4al protection to the clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization r.publice'ion of statemen645riclusions or extracts from or regarding our reports is reserved pending on our written approval. °,. i D E C DYNATECH ENINEERI CORP. W W W.DYNATECHENGINEERING.COM Miami, April 13, 2018 Mr. Ilija Mosscrop •.... • •"� ...... MOSSCROP ASSOCIATES, INC. ' '••• •� 460 Northeast 591h Street ...... .... ...... ' ...�.. Miami, FL 33137 ••••:60606��•� Re: Proposed Residence @ 910 Northeast 991h Street • ' • . . Miami Shores, FL . . ...... • Dear Mr. Mosscrop: Pursuant to your request; DYNATECH ENGINEERING CORP. (DEC) inspected the soils at the above reference property. Based on our site inspection, soil testing and compactions tests; it is our professional opinion that the inspected soil is suitable for support of the proposed construction and that the foundation bearing capacity meet or exceed 2500 PSF. Enclosed find copies of our field testing logs. It has been a pleasure working with you at this phase of your project and look forward to do so in the near future. Sincerely yours, Wissam Naamani, P. E. DYNATECH ENGINEERING CORP. �',• ��''','; Florida Reg. No. 39584 N 1 Special Inspection No. 757 Certificate of Authorization No.: CA 5491 tt, 1 750 WEST 84TH STREET, HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM - EC cDDYNATECH EN INEERICORP.RP 1 W W W.DYNATECHENGINEERING.COM MOISTURE -DENSITY RELATIONS OF SOILS PROCTOR COMPACTION TEST DATE: April 13, 2018 • • • • w . . . . . .... ...... . CLIENT: MOSSCROP ASSOCIATES, INC. . • • • • • • • ...... .... ...... PROJECT: Proposed Residence (a 000000 • ADDRESS: 910 Northeast 99th Street, Miami Shores, FL ' • • • • • :' • •' • • • • • • ...... . .. ...w. CONTRACTOR: Mosscrop Associates, Inc. • • • • .... w..... MATERIAL DESCRIPTION: Gray sand w/rock fragments : ....:. SAMPLED BY: WD TESWhl) BY.:.. WD w TEST RESULTS Sample Number 3 The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb. Hammer and an 18" drop ASTM D-1557. % MOISTURE DRY DENSITY 5.0 102.6 6.3 104.8 8.5 107.1 13.1 106.5 Optimum Moisture 10.2 Percent 100% Maximum Dry Density 108.4 lbs./cu.ft. % Passing'/1' Sieve 89 Percent Sampled By: WD Tested By: WD Checked By: WN As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. 110 108 106 104 102 ,6c` �9= 10 12 14 16 'isqW Re4W— *ely su i Sed ` r�1=ii� i Wi4m'Naamani, P.E. D'Yf*TECH ENGINEERING CORP. IV clrlda Reg. No. 39584 D R Y D E N S I T Y ertificate of Authorization No.: CA 5491 2 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EC EC DYNATECH ENGINEERING CORP. W W W.DYNATECHENGINEERING.COM FIELD DENSITY TEST OF COMPACTED SOILS DATE: April 13, 2018 CLIENT: MOSSCROP ASSOCIATES, INC. 0•••• PROJECT: Proposed Residence (a • • • _ _ _ _ • • ADDRESS: 910 Northeast 991h Street, Miami Shores, FL • • • • • • :*066: CONTRACTOR: Mosscrop Associates, Inc. yYf�-• H •^•Yi-F- --------------------------------------------------------- Test No. 13 Location: East side of residence building pad • • •••••• Test No. 14 Location: Center of residence buildingLpad • • • • • • Test No. 15 Location: West side of residence building pad Test No. Location: Test No. Location: Description of Material: Gray sand w/rock fragments ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ TEST NO. 13 14 15 DEPTH 12" 12" 12" FIELD DENSITY 107.4 106.9 107.2 MOISTURE CONTENT % 7.6 7.4 7.0 MAX. DENSITY IN THE FIELD % 99.1 98.6 99.0 COMPACTION REQUIREMENTS % OF MAXIMUM 98% 98% 98% 100% MAXIMUM DENSITY (LAB) 108.4 108.4 108.4 REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REOUIREMENTS * Please note this is not a pad certification. A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior to construction. Respectfully submitted, � Tested By: WD (M Checked By: WN V1daft Naamani, P.E. i D '7QA TECH ENGINEERING CORP. F16rjidiReg. No. 39584 C *ficate of Authorization No.: CA 5491 *A density test determines the degree of compaction of the tested layer of material only. ln.no way shall a-de� sij 'lest replace a soil bearing capacity determination. A soil boring test must be provided by client, prior to construction to verify subsoil condi iont.1,As a,,*) al protection to the clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of sfatement conclusions or extracts from or regarding our reports is reserved pending on our written approval. i 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EC EC DYNATI,CH ENGINEERING CORP, Miami, March 27, 2018 Mr. Ilija Mosscrop MOSSCROP ASSOCIATES 460 Northeast 591h Street Miami, FL 33137 Re: Proposed new Residence @ 910 Northeast 991h Street Miami Shores, FL (Addendum 1) Dear Mr. Mosscrop: WWW.DYNATECHENGINEERING.COM . . .... ...... ...... .. .. ...... .... .. .. ..... ...... .... ..... ...... 00 . . . . ...... Pursuant to your request, DYNATECH ENGINEERING CORP. (DEC) comletect a Subsoil Investigation on October 27, 2016 at the above referenced project. The purpose of our investigation was to help determine the subsoil conditions relative to foundation design of the proposed structures. A total of (3) standard penetration boring tests were performed according to ASTM-D 1586 down to an average depth of 20' below existing ground surface at the locations shown on the attached sketch only. The following graph was developed as a general condition below existing ground surface at the time of drilling for the subject site (Subsoil conditions are non -homogenous, refer to field boring logs for exact locations and soil description, average depths are approximate and will vary in the field): Average Depth From To 0'-0" 0'-1" Description Topsoil and grass W-1" 2'-0" Dark brown medium sand w/organic stain and w/rock fragments 2'-0" 4'-0" Light tan medium sand 4'-0" 5'-6" Tan medium sand w/rock fragments 5'-6" 20'-0" Tan sandy limerock Groundwater was measured immediately at the completion of each boring and was found at an average depth of approximately 8'-0" below existing ground surface at the time of drilling. Existing ground surface elevation was not provided to us at the time of drilling. Design engineers must verify existing ground elevations as well as FEMA Flood and County highest and lowest groundwater elevation for their design. Fluctuation in water level is anticipated due to seasonal variations and run off as well as varying ground elevations construction dewatering and pumping activities in the area and global warming. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed during construction. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall monitor and make sure that groundwater levels on adjacent properties are not adversely impacted due to the contractors dewatering activities. Specialty groundwater and water proofing contractors shall be consulted for all work below the groundwater level. 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM �4t_EC Re: 910 Northeast yy"' Street, Miami Shores, FL Based on our understanding of the proposed structure and our field boring logs; the following are our recommendations for foundations design. A- Strip the entire building construction areas of all topsoil, grass, dark brown medium sand w/organic stain and rock fragments, pavements, tree stumps and construction debris down to clean granular material wherever encountered at an average depth of 0'-6" to 2'-0" (see field boring logs). Any underground structures, former pools, septic tanks, utilities, root systems and drainages trenches, etc ... must be removed in their entirety from beneath the proposed construction area. Due to deep foundation close to proposed pool. Excavate footing WF-36 down to design elevation and compact bottom of footing. • • • • B- Compact all construction areas with a heavy self propelled roller to � Yii 16mum pf 9S% of ASXM D-1557 but not less than 10 passes in each direction. Localized•aielf of loose material',:if present, will become evident during site clearing, grubbing and' Ardf rolling' and must. & removed prior to filling operations. Backfill construction areas to regtlixed elev&Vigil using•q�n granular homogenous material placed in lifts not to exceed 12 inchm.intkickness.axd comp&t.as indicated above. • • • • • • • • • • • • • • C- Excavate remaining footing areas only to proper depth and recompact as indicledolbove. , • • • . ...... D- Care should be taken not use vibration in case of existing structures in the vici&y tithe construction area. If vibration cannot be used for compaction, static compaction may be applied. However, in this case, the compacted layer should not exceed 6 inches in thickness. E- All construction fill material above the water table shall consist of clean granular homogenous soil, free of organics or other deleterious material, and shall contain no more than 12 percent fines passing a U.S. standard No. 200 sieve and have a Unified Soil Classification System (USCS) designation of GP, GW, GP -GM, GW-GM, SP, or SW. No particle size greater than 3 inches shall be in the top 12 inches of the building pad. Fill material below the water table shall consist of washed free draining gravel to about 12 inches above the water table. (ie: Ballast rock FDOT No. 57 stone or equivalent) unless dewatering is employed. When dewatering is employed, fill material shall consist of clean, granular homogenous soil, free of organics or other deleterious material, and shall contain no more than 5 percent fines passing a US standard No. 200 sieve. F- Verify all compaction efforts by taking an adequate number of field density tests in each layer of compacted material and in each footing pad. G- Representative samples of the on -site and proposed fill material shall be collected and tested to determine the classification and compaction characteristics. H- All Geotechnical work must be performed under the supervision of our geotechnical engineer or his representative to verify compliance with our specifications and the Florida Building Code. I- In case of existing structures, existing footings new foundations and proposed drainage lines, provisions shall be made by the structural engineer, the civil engineer, and site contractor to protect all footings from future erosion, undermining and exposure. The geotechnical engineer shall be notified of these conditions to evaluate the applicability of his recommendations. The above foundation recommendations being achieved and verified, it is our opinion that the proposed structures be designed for a shallow foundation system with a net static permissible soil bearing pressure not to exceed 2500 P.S.F. All footings shall be based at a depth of not less than 12 inches below the lowest adjacent grade. Design computations for thickness shall utilize a modulus of subgrade reaction value of 300 pci. 2 750 WEST 84TH STREET. HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM l _ Eq' Re: 910 Northeast 991h Street, Miami Shores, FL Slabs must be provided with proper expansion and control joints. The following soil parameters shall be used for retaining wall designs: - Soil unit weight moist: 130 pcf, Submerged: 70 Pcf. • - Angle of internal friction: 30 • . . .... ...... - Earth pressure coefficient Ka: 0.33; Kp: 3.0 •• • - Angle of wall friction: 30 for steel piles, 20 for concrete or brick wa119;• 15 uncoated steel • Excavations shall not extend within 1 foot of the angle o f repose, next to existing footmg9 or store tnV, unless underpinned. Trenching shall be in compliance with the Florid9 •$titltling Cddt, OSHA! Und Trench SafetyAct. Shorin s shall be designed and inspected b Florida 1• � • • d rofes V onal eri •i oe'er. g g p Y l��l�eC P � g� Excavation contractor must make provisions for hard excavation conditionC. ' ' Provisions shall be made by the architect, engineer of record and contractor to acddres s differential vibration / dynamic loading; settlements when tying in new to existing structures. Mixing of different foundation types shall not be used unless provided with expansion joints to address differential settlements and vibration transfer. Also note that as a common engineering practice for existing and new construction; outside ground surfaces must be sloped away from the structure as to avoid water accumulation and ponding. Rain gutters shall be installed and all rain water shall be discharged over splash guards a minimum of 5 feet away from building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundations. An arborist must be consulted prior to any land clearing to verify compliance with local codes. Detailed settlement analysis was beyond the scope of this report. However, we have compared the field test data obtained in this exploration with our experience with structures similar to those proposed for this report. The estimated magnitude of these settlements is less than 'Y2 inch differential and less than 1 inch total settlements. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. If dynamic loading is proposed (ie: parking garage, etc...) this condition MUST be brought to our attention to re-evaluate the applicability of our recommendations. 3 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM l , Eq Re: 910 Northeast 991h Street, Miami Shores, FL This report was prepared in compliance with the 2017 Florida Building Code, 61h edition. Site elevations were not provided to us for the test locations. Depths reported on the field boring logs represent the depth below existing ground surface as they existed on the date of drilling. In the event of subsequent filling, excavations or site work, the reported depths must be adjusted to represent proper depths. The boring log (s) attached present (s) a detailed description of the soils encountered at tes? locatier�. The soil stratification shown on the boring log (s) is based on the examilfatidn of 1he.rdcovered mil samples and interpretation of the driller's field log (s). It indicates only. tiip;ppprox!W' e boupilaries between soil types. The actual transitions between adjacent soil types may bwgradual. Regardles: 8WHe thoroughness of a geotechnical exploration there is always the possibikty •tehat corniitibns mar %e different from those of the test locations; therefore, DYNATECH ENGII BXERING'CURP. does *not guarantee any subsoil conditions between the bore test holes. In accepting o W 'n this � report the client p g ��.� g understands and accepts that all data from the borings are strictly for foukdaiidn analy� is only and•are not to be used for excavation or back filling estimates and pricing. OvZner twd sits contractcts mutt familiarize themselves with site conditions prior to bidding. Client recognizes ?hat aeC4a4;eonditions in areas not tested by DEC may differ from those anticipated in DEC's report. Client understands and accepts that this can significantly increase the cost of construction for its future projects. Client agrees that DEC shall not be responsible or liable for any variations in the actual conditions of areas not tested by DEC. This report is not a Phase I and/or Phase II Environmental Site Assessments. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. The scope of services performed in the execution of this investigation may not be appropriate to satisfy the needs of other users, and use or re -use of this document or the findings, conclusions, or recommendations is at the risk of said user. Said user must contact DEC in writing to verify applicability of this report for their use. All work must be conducted under the supervision of our geotechnical engineer. The discovery of any site or subsurface conditions during construction which deviate from the information obtained from our subsoil investigation is always likely and should be reported to us for our evaluation. All work shall be conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and regulations. In the event, changes, challenges and other value engineering opportunities occur without our knowledge, our recommendations may become compromised and geotechnical related issues may be misconstrued. Therefore, all geotechnical work shall be performed under our supervision to verify compliance with the intent of our recommendations. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, Wissam Naamani, P. E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Special Inspector No. 757 Certificate of Authorization No.: CA 5491 SO STATE OF aL ,�i01VAL 0" 11111 4 750 WEST 84TH STREET. HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM l _ EC . . .... ...... •• . . . • . • ..:... 00000 o..... f•.i • • • • • • • . 00 009000 ••.Y ..••.• , ..••.• • • • • • • . TEST BORING REPORT' DYNATECH ENGINEERING CORP. TEST BORING FIELD LOG CLIENT : MOSSCROP ASSOCIATES DATE: 10-27-16 PROJECT : Proposed Residence @ HOLE NO.: B-1 ADDRESS : 910 Northeast 991h Street, Miami Shores, FL DRILLER: A. S. LOCATION : See attached sketch HAMMER DESCRIPTION OF MATERIALS Depth BLOWS ON "N" SAMPLER 2 Hand,... H . . .... .... d' Han1 H ' 0'-0" to 0'-6" TOPSOIL AND GRASS •••�� • �� •••• .g.... •••• 3 •. .3: 3 •• 6• .6 ••;• 0'-6" to 1'-0" DARK BROWN MEDIUM SAND W/ORGANIC STAIN ...... .... 5'...�' .... 1'-0" to 2'-0" LIGHT TAN MEDIUM SAND .$'..' ...... s .9 .��.. . to 14...20 21" 2'-0" to 3'-0" TAN MEDIUM SAND .'. if9 :... 3'-0" to 5'-0" TAN MEDIUM SAND W/ROCK FRAGMENTS 12 8 �•••8• 16 14 5'-0" to 20'-0" TAN SANDY LIMEROCK 16 18 20 11 10 22 12 12 22 24 26 28 30 32 34 36 38 10 Water Level: 8' Below Existing Land Surface at time of drilling As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. H.A.: HAND AUGER; A: HOLLOW STEM AUGER; R: REFUSAL 5 750 WEST 84TH STREET, HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM l / EC DYNATECH ENGINEERING CORP. TEST BORING FIELD LOG CLIENT : MOSSCROP ASSOCIATES DATE: 10-27-16 PROJECT : Proposed Residence @ HOLE NO.: B-2 ADDRESS : 910 Northeast 99th Street, Miami Shores, FL DRILLER: A. S. 1,0CATION : See attached -,ketch HAMMER DESCRIPTION OF MATERIALS Depth BLOWS ON "N" SAMPLER 2 Hand H 4 Hand H 0'-0" to 0'-6" TOPSOIL AND GRASS 6 0'-6" to 1'-0" DARK BROWN MEDIUM SAND W/ORGANIC STAIN 3 •...4' ... 8'• 5 .• .7: 16 1'-0" to 1'-6" GRAY MEDIUM SAND ' • •: •' 9 ' • $' "• • }g.... 9 1'-6" to 3'-0" LIGHT TAN MEDIUM SAND • • • • •• •1} 13 • • �� .... 3'-0" to 4'-0" TAN MEDIUM SAND no..' 0000001 11 .12 . 4'-0" to 5'-0" TAN MEDIUM SAND W/ROCK FRAGMENTS 14 .. .... • .... 16 • 5'-0" to 20'-0" TAN SANDY LIMEROCK 18 20 11 12 25 13 12 22 24 26 28 30 32 34 36 38 Water Level: if' Below Existing Land Surface at time of drilling As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. H.A.: HAND AUGER; A: HOLLOW STEM AUGER; R: REFUSAL 6 750 WEST 84TH STREET, HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM `/ Eq DYNATECH ENGINEERING CORP. TEST BORING FIELD LOG CLIENT : MOSSCROP ASSOCIATES DATE: 10-27-16 PROJECT : Proposed Residence @ HOLE NO.: B-3 ADDRESS : 910 Northeast 991h Street, Miami Shores, FL DRILLER: A. S. LOCATION : See attached sketch HAMMER DESCRIPTION OF MATERIALS Depth BLOWS ON "N" SAMPLER 2 Hand H 4 Hand H 0'-0" to 1'-0" TOPSOIL AND GRASS 6 1'-0" to 2'-0" DARK BROWN MEDIUM SAND W/ORGANIC STAIN 4 • • • • • 6 • • AND ROCK FRAGMENTS 8 • ...... 5 • • 6 .. l l • .. .... 2'-0" to 4'-0" LIGHT TAN MEDIUM SAND ,1IJ' • • , 8,* 12 23 •••• 11•• *to - - - - ••,• - - - 4'-0" to 5'-6" TAN MEDIUM SAND W/ROCK FRAGMENTS ,�2•.. • to• $ ...... 8 e 8 5'-6" to 20'-0" TAN SANDY LIMEROCK 14 ...... .... 16 • 18 20 9 16 28 12 13 22 24 26 28 30 32 34 36 38 Water Level: 8' Below Existing Land Surface at time of drilling As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. H.A.: HAND AUGER; A: HOLLOW STEM AUGER; R: REFUSAL 7 750 VEST 84TH STREET. HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM B# : Boring Test Location 0 P-#: Percolation Test Location N •.I J •••• •••••• • • • • • • • • 0 0 0 0 0 4 • • • • • • • • • • • 0* *6:006 0 0009* • • P-1 • •••••• . • • • • . •• • 1 Northeast ' B3 rT- t t t DYNATECH ENGINEERING CORP. Client: Mosscrop Associates, Inc. Scale: N.T.S. Project: 910 Northeast 99 Street, Miami Shores, FL Date: October 27, 2016 GENERAL NOTES Soil borings on unmarked vacant property should be considered preliminary with further boring(s) to be drilled after building pad(s) are staked out. Soil borings on existing structures that are to be demolished should be considered prelirninary and additional bor would need to be performed after the structure(s) has been demolished and proposed n'ew building staked out. �ngs As a mutual protection to clients, the public and ourselves, all reports are submitted•a authorization for publication of statements, conclusions, extracts from or regardingo S confidential property of clients ur written approval.reports is reserved pending oui KEY CLASSIFICATION & SYM•• pLS••••� ••••••. • Correlation of Penetration Resistance With Relative Density and Consistency ,!'Cone Penetration : %Standard.' Tests PenePeneration (Ke/clfi lows/ft. Sands 0-16 0-4 17-40 5-10 41-80 11-20 81-120 21.30 Over 120 31-50 Silts & Clay 0-3 4-9 10-17 18-31 32-60 Over 60 0-2 3-4 5-8 9-15 16-30 31-50 Relative Density Very Loose Loose Firm Very Firm Dense Very Loose Soft Firm Stiff Very Stiff Hard F3 Wdt*s Ct bble Sand Silt Clay 5%- 10% 10%.- 30% 30% - 50% 0% - 5% 6% - 10% 11%-20% 21% - 35% > 35% And • • :006e: •Pariicle Si"... >12 in. • • •3 f>t.•to 1 in, • • • • .4.7b mm ta3'it* *: • •0.t; mm to 4.67 mm. 0.005 mm. to 0.074 mm < 0.005 mm Modifiers Slightly Silty or Claye) Silty or Clayey Very.Silty or Very Cla, Slightly Trace Trace Little Some Rock Hardness Description Soft Rock core crumbles when handled Medium Can break with your hands. Moderate Hard Thin edges or rock core can be broken with fingers Hard Thin edges or rock core cannot be broken with fingers Very Hard Rock core rings when struck with hammer (cherts) Ec DYNATECH ENGINEERING CORP. Miami, March 27, 2018 Mr. Ilija Mosscrop MOSSCROP ASSOCIATES 460 Northeast 591h Street Miami, FL 33137 Re: Proposed new Residence @ 910 Northeast 99th Street Miami Shores, FL (Addendum 1) Dear Mr. Mosscrop: WWW.DYNATECHENGINEERING.COM VN �� • Fl TJ\ i •• • • • • .••••• **go* ...... 000000 .. • . . . . ...... • • • • • • • • • • • • • • • Pursuant to your request, DYNATECH ENGINEERING CORP. (DEC) completed a Subsoil Investigation on October 27, 2016 at the above referenced project. The purpose of our investigation was to help determine the subsoil conditions relative to foundation design of the proposed structures. A total of (3) standard penetration boring tests were performed according to ASTM-D 1586 down to an average depth of 20' below existing ground surface at the locations shown on the attached sketch only. The following graph was developed as a general condition below existing ground surface at the time of drilling for the subject site (Subsoil conditions are non -homogenous, refer to field boring logs for exact locations and soil description, average depths are approximate and will vary in the field): Average Depth From To 0'-0" 0'-1" Description Topsoil and grass W-1" 2'-V Dark brown medium sand w/organic stain and w/rock fragments 2'-011 4'-0" Light tan medium sand 4'-0" 5'-6" Tan medium sand w/rock fragments 5'-6" 20'-0" Tan sandy limerock Groundwater was measured immediately at the completion of each boring and was found at an average depth of approximately 8'-0" below existing ground surface at the time of drilling. Existing ground surface elevation was not provided to us at the time of drilling. Design engineers must verify existing ground elevations as well as FEMA Flood and County highest and lowest groundwater elevation for their design. Fluctuation in water level is anticipated due to seasonal variations and run off as well as varying ground elevations construction dewatering and pumping activities in the area and global warming. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed during construction. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall monitor and make sure that groundwater levels on adjacent properties are not adversely impacted due to the contractors dewatering activities. Specialty groundwater and water proofing contractors shall be consulted for all work below the groundwater level. 750 WEST 84TH STREET. HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM �4tEC Re: 910 Northeast yy"' Street, Miami Shores, FL Based on our understanding of the proposed structure and our field boring logs; the following are our recommendations for foundations design. A- Strip the entire building construction areas of all topsoil, grass, dark brown medium sand w/organic stain and rock fragments, pavements, tree stumps and construction debris down to clean granular material wherever encountered at an average depth of 0'-6" to 2'-0" (see field boring logs). Any underground structures, former pools, septic tanks, utilities, root systems and drainages trenches, etc ... must be removed in their entirety from beneath the proposed construction area. Due to deep foundation close to proposed pool. ExcavaltTdhting WF-36 .... ...... down to design elevation and compact bottom of footing. : .'. • ...... .. .. ...... B- Compact all construction areas with a heavy self propelled roller to alrrium of 95% of ASTM D-1557 but not less than 10 passes in each direction. Localized areas of 1posp materials, ?f present, will become evident during site clearing, grubbing and pnbf rollifii, 'and muse Ue removed prior to filling operations. Backfill construction areas to rZ uq;ad elevq�p1rusing clean 000000 granular homogenous material placed in lifts not to exceed 12 inches4ia."ckness and compaOjLs indicated above. : • • . • .. . . 0...... C- Excavate remaining footing areas only to proper depth and recompact as indicat�abbve. • D- Care should be taken not use vibration in case of existing structures in the vicinity of the construction area. If vibration cannot be used for compaction, static compaction may be applied. However, in this case, the compacted layer should not exceed 6 inches in thickness. E- All construction fill material above the water table shall consist of clean granular homogenous soil, free of organics or other deleterious material, and shall contain no more than 12 percent fines passing a U.S. standard No. 200 sieve and have a Unified Soil Classification System (USCS) designation of GP, GW, GP -GM, GW-GM, SP, or SW. No particle size greater than 3 inches shall be in the top 12 inches of the building pad. Fill material below the water table shall consist of washed free draining gravel to about 12 inches above the water table. (ie: Ballast rock FDOT No. 57 stone or equivalent) unless dewatering is employed. When dewatering is employed, fill material shall consist of clean, granular homogenous soil, free of organics or other deleterious material, and shall contain no more than 5 percent fines passing a US standard No. 200 sieve. F- Verify all compaction efforts by taking an adequate number of field density tests in each layer of compacted material and in each footing pad. G- Representative samples of the on -site and proposed fill material shall be collected and tested to determine the classification and compaction characteristics. H- All Geotechnical work must be performed under the supervision of our geotechnical engineer or his representative to verify compliance with our specifications and the Florida Building Code. I- In case of existing structures, existing footings new foundations and proposed drainage lines, provisions shall be made by the structural engineer, the civil engineer, and site contractor to protect all footings from future erosion, undermining and exposure. The geotechnical engineer shall be notified of these conditions to evaluate the applicability of his recommendations. The above foundation recommendations being achieved and verified, it is our opinion that the proposed structures be designed for a shallow foundation system with a net static permissible soil bearing pressure not to exceed 2500 P.S.F. All footings shall be based at a depth of not less than 12 inches below the lowest adjacent grade. Design computations for thickness shall utilize a modulus of subgrade reaction value of 300 pci. 2 / 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFO®DYNATECHENGINEERING.COM t EC Re: 910 Northeast 991h Street, Miami Shores, FL Slabs must be provided with proper expansion and control joints. The following soil parameters shall be used for retaining wall designs: Soil unit weight moist: 130 pcf. Submerged: 70 Pc£ Angle of internal friction: 30 ' ...... .. .. ...... Earth pressure coefficient Ka: 0.33; Kp: 3.0 : Angle of wall friction: 30 for steel piles, 20 for concrete or brick wail';' 1.5' unodate&steel., ...... .... ..... Excavations shall not extend within 1 foot of the angle o f repose, next to exigtixg footings or structurv, unless underpinned. Trenching shall be in compliance with the Florida;8t4hvng Codt, OSHA and Trench Safety Act. Shorings shall be designed and inspected by Florida li jensed profgslioitral engineer. ...... Excavation contractor must make provisions for hard excavation conditions'..• : .. . • .. .. . Provisions shall be made by the architect, engineer of record and contractor to address differential vibration / dynamic loading; settlements when tying in new to existing structures. Mixing of different foundation types shall not be used unless provided with expansion joints to address differential settlements and vibration transfer. Also note that as a common engineering practice for existing and new construction; outside ground surfaces must be sloped away from the structure as to avoid water accumulation and ponding. Rain gutters shall be installed and all rain water shall be discharged over splash guards a minimum of 5 feet away from building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly functioning with no leaks in the vicinity of the foundations. An arborist must be consulted prior to any land clearing to verify compliance with local codes. Detailed settlement analysis was beyond the scope of this report. However, we have compared the field test data obtained in this exploration with our experience with structures similar to those proposed for this report. The estimated magnitude of these settlements is less than''/Z inch differential and less than 1 inch total settlements. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. If dynamic loading is proposed (ie: parking garage, etc...) this condition MUST be brought to our attention to re-evaluate the applicability of our recommendations. 750 WEST 84TH STREET, HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFO®DYNATECHENGINEERING.COM #EC Re: 910 Northeast 991h Street, Miami Shores, FL This report was prepared in compliance with the 2017 Florida Building Code, 61h edition. Site elevations were not provided to us for the test locations. Depths reported on the field boring logs represent the depth below existing ground surface as they existed on the date of drilling. In the event of subsequent filling, excavations or site work, the reported depths must be adjusted to represent prop�:SS pths. . . .... ...... .. 0 0 • The boring log (s) attached present (s) a detailed description of the soils eriZeuiat,ered Autest:location3 -853. The soil stratification shown on the boring log (s) is based on the examimAun of the'recovered.soil samples and interpretation of the driller's field log (s). It indicates only. file approximnta boui44tws between soil types. The actual transitions between adjacent soil types may tg.'gz'ival. Urprdless.ol;the thoroughness of a geotechnical exploration there is always the possibilixy. that conditions may • be different from those of the test locations; therefore, DYNATECH ENG164frItING CORP. does not guarantee any subsoil conditions between the bore test holes. In accepting and using thjs-report the.clierit 00,0000 understands and accepts that all data from the borings are strictly for four;Udot anal r4s.only anare not to be used for excavation or back filling estimates and pricing. Owner and site •contractor must familiarize themselves with site conditions prior to bidding. Client recognizes that actual conditions in areas not tested by DEC may differ from those anticipated in DEC's report. Client understands and accepts that this can significantly increase the cost of construction for its future projects. Client agrees that DEC shall not be responsible or liable for any variations in the actual conditions of areas not tested by DEC. This report is not a Phase I and/or Phase II Environmental Site Assessments. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. The scope of services performed in the execution of this investigation may not be appropriate to satisfy the needs of other users, and use or re -use of this document or the findings, conclusions, or recommendations is at the risk of said user. Said user must contact DEC in writing to verify applicability of this report for their use. All work must be conducted under the supervision of our geotechnical engineer. The discovery of any site or subsurface conditions during construction which deviate from the information obtained from our subsoil investigation is always likely and should be reported to us for our evaluation. All work shall be conducted in compliance with the Florida Building Code FBC and OSHA workers protection rules and all applicable Federal, State, County and City rules and regulations. In the event, changes, challenges and other value engineering opportunities occur without our knowledge, our recommendations may become compromised and geotechnical related issues may be misconstrued. Therefore, all geotechnical work shall be performed under our supervision to verify compliance with the intent of our recommendations. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, Wissam Naamani, P. E. DYNATECH ENGINEERING CORP. Florida Reg. No. 39584 Special Inspector No. 757 Certificate of Authorization No.: CA 5491 4 750 WEST 84TH STREET, HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM l , EC . . .... ...... ...... .. .. ...... .... .. .. ..... ...... .... ..... . . . . ...... .. . .. . • . TEST BORING RE a PORT DYNATECH ENGINEERING CORP. TEST BORING FIELD LOG CLIENT : MOSSCROP ASSOCIATES DATE: 10-27-16 PROJECT : Proposed Residence @ HOLE NO.: B-1 ADDRESS : 910 Northeast 99th Street, Miami Shores, FL DRILLER: A. S. LOCATION : See attached sketch HAMMER DESCRIPTION OF MATERIALS Depth BLOWS ON «N" SA L-E I .. Hand H 49096 Hand Ei.. 0'-0" to 0'-6" TOPSOIL AND GRASS 6•' a3. 6• 0'-6" to P-0" DARK BROWN MEDIUM SAND W/ORGANIC STAIN . • 3 ' • • b• 0 000 1 -0 to 2 -0 LIGHT TAN MEDIUM SAND $• • • • 5 6 8 . • • 9• • 14 2'-0" to 3'-0" TAN MEDIUM SAND 1.0• 11 11 •• 90 21 12 8 9 7 8 16 3'-0" to 5'-0" TAN MEDIUM SAND W/ROCK FRAGMENTS 14 5'-0" to 20'-0" TAN SANDY LIMEROCK 16 18 20 11 10 22 12 12 22 24 26 28 30 32 34 36 38 Water Level: 81 Below Existing Land Surface at time of drilling As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. H.A.: HAND AUGER; A: HOLLOW STEM AUGER; R: REFUSAL 5 i 750 WEST 84TH STREET. HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM _ EC DYNATECH ENGINEERING CORP. TEST BORING FIELD LOG CLIENT : MOSSCROP ASSOCIATES DATE: 10-27-16 PROJECT : Proposed Residence @ HOLE NO.: B-2 ADDRESS : 910 Northeast 991h Street, Miami Shores, FL DRILLER: A. S. LOCATION : See attached sketch HAMMER DESCRIPTION OF MATERIALS Depth BLOWS ON 'N" SAMPhE .' Hand:***, 4• • • • Hand j1, • 0'-0" to 0'-6" TOPSOIL AND GRASS •••• ' 6.... 3 ...L. s.: 0'-6" to P-0" DARK BROWN MEDIUM SAND W/ORGANIC STAIN .... 3 '..A.' ••• a.... 5 7 16 V-0" to V-6" GRAY MEDIUM SAND 9 lb..• 9 ••14 N• P-6" to 3'-0" LIGHT TAN MEDIUM SAND 13 • • • 14 12 10 9 11 12 20 3'-0" to 4'-0" TAN MEDIUM SAND 14 4'-0" to 5'-0" TAN MEDIUM SAND W/ROCK FRAGMENTS 16 5'-0" to 20'-0" TAN SANDY LIMEROCK 18 20 11 12 25 13 12 22 24 26 28 30 32 34 36 38 Water Level: 8' Below Existing Land Surface at time of drilling As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. H.A.: HAND AUGER; A: HOLLOW STEM AUGER; R: REFUSAL 6 750 WEST 84TH STREET. HIALEAH. FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:1NFOODYNATECHENGINEERING.COM PEq DYNATECH ENGINEERING CORP. TEST BORING FIELD LOG CLIENT : MOSSCROP ASSOCIATES DATE: 10-27-16 PROJECT : Proposed Residence @ HOLE NO.: B-3 ADDRESS : 910 Northeast 991h Street, Miami Shores, FL DRILLER: A. S. LOCATION : See attached sketch HAMMER DESCRIPTION OF MATERIALS Depth BLOWS ON «N„ SAbIPLU .'i Hand H • ..... .. .. ... qV*098 Hand 0'-0" to 1'-0" TOPSOIL AND GRASS 6.000 3 .99.3 47 1'-0" to 2'-0" DARK BROWN MEDIUM SAND W/ORGANIC STAIN . •' • • 4 ' • • • •6 ... AND ROCK FRAGMENTS • • • • � ' 5 6 5 •••••9 11 2' -0" to 4' -0" LIGHT TAN MEDIUM SAND i s • • 8 :--.1; 23 11 •• 90 4'-0" to 5'-6" TAN MEDIUM SAND W/ROCK FRAGMENTS 12 10 9 17 8 8 5'-6" to 20'-0" TAN SANDY LIMEROCK 14 16 18 20 9 16 28 12 13 22 24 26 28 30 32 34 36 38 Water Level: 8' Below Existing Land Surface at time of drilling As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. H.A.: HAND AUGER; A: HOLLOW STEM AUGER; R: REFUSAL 7 750 WEST 84TH STREET. HIALEAH, FL 33014 PHONE (305) 828-7499 FAX (305) 828-9598 EMAIL:INFOODYNATECHENGINEERING.COM l / EC SITE PLAN w . . .... ...... ...... .. .. . ...... ...... .... . . . . .... .. .. ..... ...... .... ..... 000000 .... ..... . ...... . . . . • . . . . ...... . . . .. . .. . . B# : Boring Test Location 0 P-#: Percolation Test Location N • • • • • • ♦ • P-1 B? BI -Lm" LIG L i ..�,, i 1 � DYNATECH ENGINEERING CORP. Client: Mosscrop Associates, Inc. Scale: N.T.S. Project: 910 Northeast 99 Street, Miami Shores, FL Date: October 27, 2016 GENERAL NOTES Soil borings on unmarked vacant property should be considered preliminary with further boring(s) to be drill building pad(s) are staked out. ed after Soil borings on existing structures that are to be demolished should be considered prelirninary•and additional b would need to be performed after the structure(s) has been demolished and proposed ••• borings • new bnildit�g'staked.sMt• • • As a mutual protection to clients, the public and ourselves, all reports are submitted'• '• authorization for publication of statements, conclusions, extracts f; •••84f.con ld�;la;propewafClients rom or regard written approval. �F►o r reports is riserveipe?Ag om .... .... ..... KEY CLASSIFICATION •• •••• ••••'• & SYl�i LS Correlation of Penetration Resistance With • Relative Density and Consistency Particle Size Cone Penetration : Standard.' Boulders Cobble. > 12 in. 3 in. to 1 in. Tests Penetration Gravel 4.76 mm to Sin. /cm' lows/ft. ens; Density Sand 0.07 mm to 4.67 mm. Silt 0.005 mm. to 0.074 mm Sands 0-16 0-4 Very Loose Clay < 0.005 mm 1740 5-10 Loose 41-80 11.20 Firm 81-120 21.30 Very Firm Modifiers Over 120 31-50 Dense 5% - 10 % Slightly Silty or Claye3 Silts & 0-3 0-2 Very Loose 10%.- 30% 30% - 50% Silty or Clayey Very.Silty or Very Cla, Clay 4-9 10-17 3-4 5-8 Soft Firm 0% - 50/0 Slightly Trace l 8-31 9-15 Stiff 6% - 10% l l%- 20% Trace Little 32-60 16-30 Very Stiff 21% - 35% Some Over 60 31.50 Hard > 35% And Rock Hardness Description Soft Rock core crumbles when handled Medium Can break with your hands. Moderate Hard Thin edges or rock core can be broken with fingers Hard Thin edges or rock core cannot be broken with fingers Very Hard Rock core rings when struck with hammer (cherts) — - --"•. -...-MST. <. n - Customer Information: Name: FRESHFORM CONCRETE SERVICES Address: Superior Truss Systems, Inc 8500 N W. 58th St Miami, FL 33166 Office: (; 'b} 591-9918 Contact: Fill in later City, State, Zip: Cover Sheet Order # JOB * 10680e Printed: Tue, Aug 21 2018 Office or Home Phone: I Cell Phone: Fax: • • •••• •••••• F—awu nnwutauv1t. Description: KRAUSE RESIDENCE Region: Invoice Number: 00 •I - • I Customer P.O. #: Invoice Doe: • • • • Address: City, State, Zip: 000 Payment Term : • • • 910 NE 99TH ST MIAMI SHORES, FL 33138 • 00• • Fill in later • Salesman: Designer: • • • • • • 0• • • •. • • • Mel • Mariela • • 90 • • • • •• • • • • r—Loading Information: = - ;—�••— -..•:. 1 Roof Loads: Floor Loads: • TC Live: ITC Dead: IBC Live: BC Dead: TC Live: TC Dead: BC Live: BC Dead: • • • • ! 30 15 I 0 10 40 10 0 500 Bldg. Code: — Wind Sid., Wind Speed: Bldg. Type: Wind Exposure: Wind Type: Plates: I FBC 2014-HVHZ RES ASCE 7-10 175 Residential - CAT II C MWFRS ITW Pages or sheets covered by this seal from: 1 thru 48 Total 48 drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. Chaper 23 of the Florida Building Code. This signed and sealed index sheet indicates acceptance of my professional engineering responsibility solely for the truss design drawings listed below. The suitability and use of each truss component for any particular building is the responsibility of the building designer, per TPI 2007. OSCAR CORRAL P.E. STATE OF FLORIDA REG. NO 12467 - 8500 NW 58 ST, MIAMI, FL 33166 # DESCRIPTION SEQNO # DESCRIPTION SEQNO # DESCRIPTION SEQNO # DESCRIPTION SEQNO 1 FGT1 313788 2 GT1 314176 3 H1098 314152 4 H11 313663 5 H116 313751 6 H1298 314161 7 H136 313744 8 H1489 314157 9 H156 313736 10 H698 314135 11 H898 314144 12 H96 313761 13 HG498 313869 14 HG9 313700 15 HJ2 314199 16 HJ3 314174 17 HJ498 313693 18 HJ9 313685 19 11 313677 20 J103 313774 21 J103A 313786 22 J16 314186 23 J1A 313679 24 J2 314195 25 J26 314163 26 J3 313675 27 J310 314168 28 J3A 313681 29 J498 313843 30 J498A 313841 31 J498B 313833 32 J5 313673 33 J7 313671 34 J9 313669 35 MV2 313790 36 MV4 313792 37 MV6 313794 38 MV8 313796 39 T1 313705 40 T1A 313711 41 T1B 313721 42 T1C 313719 43 T1D 313732 44 T2 313655 45 T2A 313665 46 T3 313798 47 T3A 313850 48 V4 313800 rAPRn •'E p--_ _ -- Page 1 of 1 16630e TRUSS BRACING REQUIRED BY TRUSS QTY TRUSS Brace Qty 1 H1098 1 1 H136 2 is 1 H1489 2 1 H156 1 1 H698 1 1 H898 1 1 T1 D 1 Type Size Length Total Ft. CLB 2x4 02'00"00 2 CLB 2x4 02'00"00 4 LLB 2x4 02'00"00 4 CLB 2x4 02'00"00 2 CLB 2x4 02'00"00 2 CLB 2x4 02'00"00 2 CLB 2x4 02'00"00 2 TOTALS 2x4 18 Ft. CLB 2x4 18 Ft. TOTAL . • . . •••••. .••.•• . . ...•.• Job Number: 16630e Ply: 3 1 SEQN: 11171111 T10 I MONO KRAUSE RESIDENCE Qty: 1 FROM: ML DRW: Truss Label: FGT1 Wgt: 667.8 Ibs / ... 08/21/2018 3/4` i, -,/ " T5-3I4" 12'3-314" 1T7-5/,0" ^' 22'9-1/8" 23'0-11/16" 334" ' 3"'10" -3/4" 3'7-1/2" 3'6-1/2" 4'10" 5'3-9/16" 1/16" 4'9-1/8" 5'3-9/16" 5'3-5/16" 6' 1112X4 =4X8 III2X4 m3X8 III2X4 =3X4 =4X4 AB C D E FGm X H I =4X JW TM W W z -W7 gf::: 9 W4 QP_l SR IIIH0607(R)[51 1113)L 11 0 N M L K m4X8[12) m3X8 =7X8 =4X6[24) 1113X6[25] SEAT PLATE REQ. •••• • • • • •••• •••••• 33'10" A • 6'9" 4'9-1/2" 5'S-,3/16" 5'S-11/16" 5'3-7Ab�'• • 5•1�J�1e" • • • • • • 7'4" 12'1-1/2" 17'7-5/16" 23'1" 28'4-r/I'6•• • 33'7• I • • •••• •••• •••••• 1�i, • •••• •••• ••••• Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Ma.*iRium4Reactions (ibis) • • • • • • • TCLL: 30.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc J • •4u • / Rw I Rf / RL / W • • TCDL: 15.00 Speed: 175mph Pf:NA Ce:NA VERT(LL): 0.380 F 999 240 S 5f08 /20f1 /- •/- �- /BA•••.• Enclosure: Closed BCLL: 0.00 Lu: NA Cs: NA VERT(TL): 0.855 F 473 180 K 5523 / 7391 / - � � � • � � / - Risk Category: 11 BCDL: 10.00 Snow Duration: NA HORZ(LL): 0.088 A - - Windt �actAnVbased on MWFRS • • • • • • • • EXP: C HORZ L : 0.198 A Des Ld: 55.00 �) S Min Arg 41dth Regi- V• • • Mean Height: 15.16 ft NCBCLL: 0.00 Code / Misc Criteria Creep Factor: 1.5 K Min Br Width Re - • • g q TCDL: 5.0 psf Soffit: 2.00 Bldg Code: FBC 2014-HVH RFS TC CSI: 0.502 Bearing S is a rigid surface. BCDL: 5.0 psf Load Duration: 1.33 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2007 Max BC CSI: 0.914 Bearing S requires a seat plate. Spacing: 24.0 " C&C Dist a: 3.38 ft Rep Factors Used: Yes Max Web CSI: 0.978 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Mfg Specified Camber. Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): Wind Duration: 1.33 WAVE, HS VIEW Ver: 17.02.01A.1114.21 A - B 0 0 F - G 2059 -4788 Lumber Plate Shift Table B - C 15 - 50 G - H 2O59 -4788 C - D 1996 - 4762 H - 1 1789 - 4147 Value Set: 13B (Effective 6/112013) JT Plate Chord JT Plate Chord D - E 1972 -4698 1-1 1134 -2622 Top chord 2x4 SP #2 N No Size Shift Bite No Size Shift Bite [ 51 H0607 2.78 L 4.50 [11] W3X6 S 3.50 E - F 2059 -4788 Bot chord 2x6 SP #2 Webs 2x4 SP #3 :W1, W9 2x6 SP #2: [12] W4X8 0 1.25 [24] W4X6 2.75 L 1.25 :W3, W8 2x4 SP #2 N: [25] , W3X6 S 4.75 [27] W4X6 2.75 R 1.25 Maximum Bot Chord Forces Per Ply (Ibs) :W4 2x4 SP #1: Chords Tens.Comp. Chords Tens. Comp. :W7 2x4 SP #3: Wind S - R 0 0 N - M 788 - 1 808 Wind loads and reactions based on MWFRS Lumber value set "136. " uses design values R - P 2450 - 1031 M - L 2713 -1174174 approved 1/30/2013 by ALSC End verticals not exposed to wind pressure. Q - 0 144 - 68 L - K 19 - 9 O - N 4427 -1892 Nailnote Additional Notes Nail Schedule:0.128"x3", min. nails Truss must be installed as shown with top chord up. Maximum Web Forces Per Ply (Ibs) Top Chord: 1 Row @12.00" o.c. Webs Tens.Comp. Webs Tens. Comp. Bot Chord: 1 Row @ 6.00" o.c. Webs : 1 Row @ 4" o.c. B - R 19 -32 E - N 427 -199 Repeat nailing as each layer is applied. Use equal R - C 1203 -2838 F - N 43 -68 spacing between rows and stagger nails in each row C - P 2737 -1141 N - H 717 - 301 to avoid splitting. D-P 24 -31 H-M 213 -475 Special Loads P - Q 274 -116 M - 1 1730 - 742 ----(Lumber Dur.Fac.=1.33 / Plate Dur.Fac.=1.33) P - 0 4389 - 1868 1 - L 467 -1052 TC: From 45 plf at 0.00 to 45 plf at 33.83 P - E 320 - 99 L - J 3055 -1320 BC: From 10 plf at 0.00 to 10 plf at 33.83 0 - E 204 -463 K - J 717 -1645 BC: 362 lb Conc. Load at 1.48, 3.48, 5.48 BC: 549 lb Conc. Load at 7.48, 9.48,11.48.13.48 14.96,16.44,18.44,20.44,22.44,24.44,26.44,28.44 30 44,32.44 Purlins The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. -WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! -IMPORTANT- FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping installing and bracing Refer to and follow the latest edition of BCSL(Building functions. Installers tcmporaly Component Safety Information, by TPI and SBCA) for safety practices prior to pe,lori-tiny these shah pruvide bracingper BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have attachd rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing Insalled per BCSI sections B3, a properly B7 or 810, =' 3 as applicable. Apply plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. f�efer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildingg Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses A seal on this drawing or cover page, for the design The listing this drawing indicates acceptance of proresslonaf engineering responsibility solely shown. suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes pqqe and these web sites ALPINE. www.aloineitw. corn; TPI' wwwtpinst.org SBCA: www.sbcindust .com� ICC: www.iccsafe.oro Job Number: 16630e Ply: 1 SEQN: 314176 / T28 / HIPS KRAUSE RESIDENCE Qty: 1 FROM: ML DRW: Truss Label: GT1 Wgt: 25.2 Ibs I / ... 08/21/2018 Loading Criteria (psf) TC L L: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " 1'1-5/16" 2'3-7/16" 3'4-3/4" 12 2.83 p =4X4 �3X4AB C=4X4 D �3X4EF LAI � LL 1112X4[5) =3X4 =3X4 1112X4[1s) Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #3 Bot chord 2x6 SP #2 Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 byALSC Special Loads ------(Lumber Dur.Fac.=1.33 / Plate Dur.Fac.=1.33) TC: From 91 plf at 0.00 to 91 plf at 1.11 TC: From 45 plf at 1.11 to 45 plf at 2.28 TC: From 91 plf at 2.28 to 91 plf at 3.40 BC: From 10 plf at 0.00 to 10 plf at 3.40 BC: 72 lb Conc. Load at 1.21, 2.50 BC: 201 lb Conc. Load at 1.86 Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [ 5] W2x4 S 2.25 [16) W2x4 S 2.25 Wind Wind loads and reactions based on MWFRS. i 3'4-3/4" 10-9/16" 10-9/16" 3 4) �� 1'2-1/16" - �j 3 4 2-3f4" 2F 3-7/16"i 3'41/4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NF Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2014- TPI Std: 2007 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): 0.001 D 999 240 VERT(TL): 0.003 D 999 180 HORZ(LL): -0.000 D - - HORZ(TL): -0.001 D Creep Factor: 1.5 RESTC CSI: 0,095 Max BC CSI: 0.100 Max Web CSI: 0.100 Mfg Specified Camber: VIEW Ver: 17.02.01A.1114.21 • • •••••• • ••• ••••• ♦ Maxifiul4rReactions fills) • • • • • • • Loc R••LR• /Rw /4 /RL 1W • G 314 /$7 /- �•/•••/• / • • Wind4g font based on MWFRS • • • • • • L Min1rg Width Reg,=-• • • G Min Brg Width Req s •- • Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A-B 2 -1 D -E 63 -222 B-C 63 -221 E -F 2 -1 C - D 58 - 205 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp L -K 0 0 1 - H 2 0 K-J 2 0 H-G 0 0 J - 1 205 - 58 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B -K 83 -293 D - 1 14 -19 B - J 279 - 79 1 - E 279 - 79 C-J 19 -30 E -H 85 -296 "WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT- FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricafinn, handlingshipping, installing and bracing R?fer to ?nd fnllovj the latest edition of BCSI (Building . Coniponent Safety Information, by TPI and SBCA) r safety practices p, for to perfol Tii, iy knese functions•. nstalleis bhali pruvide temporary brawn per BCSI.. Unless noted otherwlse,top chord shall have properly attached structural sheathrn and bottom chord shall have a properly = B attached ri id ceilln Locations shown forpermanent lateral restraint of webs shall have bracingIns alled per SCSI sections B3, 87 or 910, as applicable. Apply prates to each face. of truss and positron as shown above and on the Joint Details, unless noted otherwise. kefer to r.= • a drawings 160A-Z for standard plate positions. ° Alpine, a division of ITW Buildinqq Components Group Inc., shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawingq indicates acceptance of pro esslonar engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the building Designer per ANSIITPI 1 Sec .2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw, com: TPI: www.toinst.or : SBCA: www.sbcindust .com: ICC: www. iocsafe.or Job Number: 16630e Ply: 1 SEQN: 314152 / T76 / HIPS KRAUSE RESIDENCE Qty.1 FROM: ML DRW: Truss Label: H1098 Wgt: 180.6lbs / ... 08/21/2018 Loading Criteria (psf) TCLL: 30.00 TCDL' 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " 6'1-1/2 10'9-1/2" 1T i 21'8-1/2" L_ 28'11-3/8 33'7" i- r 6'1-1/2" + 4'8" + 6'2-1/2" 4''N 2" 7'2-7/8" 4'7-5/8" =5X8=3X4[151 =5X6 12 C D E J 3.43 p-4X10[17I 12 1112X4(") T is -5X6[261 • • • •••• •••••• SEAT PLATE REQ. • • • • 33'7" • • • _ • • • • • • •••••• •••• •••••• 5'4-3/4" 5'4-3/4" 5'3-1/2" 2'9-1/1 6'6-7/6" • 7'11" • • 5'4-3/4" 10'9-1/2"25'4-1/21" 333-12 1�„ • • • • • • •••• •••• • • • • • • '7" •••• •••• ••••• • • •••••• • ••• ••••• Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.36 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 :T1 2x4 SP #2 N: Bot chord 2x4 SP SS :B3 2x4 SP #1: Webs 2x4 SP #3 :W4, W8 2x4 SP #3: :W10 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2014- TPI Std: 2007 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.365 L 999 240 VERT(TL): 0.835 L 480 180 HORZ(LL): 0.099 H - - HORZ(TL): 0.225 H Creep Factor: 1.5 RFaSTC CSI: 0.990 Max BC CSI: 0.587 Max Web CSI: 0.780 Mfg Specified Camber: VIEW Ver: 17.02.01A.1114.21 ♦MaM Reactions (ib6) • • • • • • • Loc R••/"• /Rw /R13 /RL /W • A 1882 /734* /101e/- 1164 /8.Q••••• H 1%60 /7.�9 /102:1!'••/? / -. • Windfea tlbn�based on MWFRS Go**** A Minrg V%idth REV •1.2• • • H Min Brg Width Req y • • Bearing A is a rigid surface. Bearing A requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A - B 2360 - 4811 D - E 1836 - 3389 B - C 2085 - 4074 E - F 1866 - 3698 C - D 2249 - 4279 F - G 133 - 208 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A - N 4491 - 2151 K - J 4243 -1996 N - M 4467 - 2153 J - 1 3199 -1519 M - K 3803 -1790 1 - H 3597 -1762 L -J 0 0 Bracing (a) Continuous lateral restraint equally spaced on Maximum Web Forces Per Ply (Ibs) member. Webs Tens.Comp. Webs Tens. Comp. Plating Notes N - B 188 - 22 J - E 371 -182 All plates are 3X4 except as noted. B - M 396 -724 E - 1 377 -148 (**) 1 plate(s) require special positioning. Refer to C - M 433 -185 1 - F 315 -222 scaled plate plot details for special positioning C - K 576 - 306 F - H 1878 - 3791 requirements. K - D 1019 -463 G - H 162 - 202 D-J 805 -1613 Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Site No Size Shift Bite [15] W3X4 2.50 R 1.25 [17] W4X10 5.16 R 1.25 [22) W3X6 3.50 R 1.25 [26] W5X6 2.50 R 2.75 Wind Wind loads based on MWFRS with additional C&C member design. "WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fahricatind, handlirp, sNppinq, installing. and hracing . Refer to and follow the latest edition of BCSI (Building Component Safety Information, byTFI an SBCA) for sa atq practices pnor o pariurriing thesE functions. iristallers shall provide temporary-'"^ bracing per BCSI, Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly __ .• q attaches] rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per B C S I sections B3, B7 or as applicable. Apply plates to each face. of truss and position as shown above and on the JoinfDetails, unless noted otherwise. f2efer to a drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildimL Components Group Inc. shall not be responsible for any deviation from this drawin any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this �rawing or cover page listing this drawing indicates acceptance of proTessionaf engineering responsibility solely for the design shown. The suitability and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 1 SEQN: 313663 T12 / HIPS KRAUSE RESIDENCE Qty: 1 FROM: ML DRW: Truss Label: H11 Wgt: 120.4 IbS / ... 08/21/2018 - —6,5" T 12 4 p i0 M =3X6(A1) 8 3t5%t e' ��xdl R1 A ? 3' 177' 47' 2' 47" --DSX6 T2 E 4X4 a 3X4C M L K J = 3X4 = 3X4= 3X6 24' 6'S" Fs 3X I T 0 N G=3X6(A1) IP H=-2X4(R) I i H I' • • SEAT PIAM �EQ. • • • • • • SEAT PLATE REQ • • • • 24' • 000 • • •••••• •••• •••••• 5'1" �2, 5'11" I T12'� 1' i 6'0-3/4" • • • • • ✓;'1" 2' • • 5'1" 11' 18'11" 10-t/4 ••••24 •••• • • i••••. • • 0*00 •••••• • ••• ••••• Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria MaltilnuftoReactions Nbs) • 000000 TCLL: 30.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP DeFlection in loc Vdefl U# Loc // R••4W• Rw • • RD /RL /W •• TCDL. 15.00 Speed: 175 mph Pf: NA Ce: NA VERT(LL): 0.190 L 999 240 1496 / 590 / 869 /- •/ 194 / 8" • •. • BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.425 L 669 180 1496 / 590 / 86$ 0/1 • •r / 8.0 • BCDL: 10.00 ory: II o Categ RiskSnow Duration: NA HORZ(LL): 0.062 I - - Windka� ctlon�j based on MWFRS 000000 Des Ld: 55.00 EXP: C HORZ(TL): 0.139 I B Min rg Width ReO= •7• • • • Mean Height: 15.00 ft Code I Misc Criteria Creep Factor: 1.5 � Min Brg Width Req • 02. t NCBCLL: 10.00 TCDL: 5.0 psf Bldg Code: FBC 2014-HVH f8�$ TC CSI: 0.614 Bearings B & G are a rigid surface. Soffit: 2.00 BCDL: 5.0 psf B & G require a seat plate. Load Duration: 1.33 MWFRS Parallel Dist: h/2 to h TPI Std: 2007 Max BC CSI: 0.819 �earings Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.435 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Mfg Specified Camber Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): Wind Duration: 1.33 WAVE VIEW Ver: 17.02 01A 11174721 Aj - B 49 0 E - F 1135 -2272 B-C 1442 -3113 F-G 1441 -3113 Lumber G- D 1142 - 2285 G- H 49 0 Value Set: 13B (Effective 6/1/2013) 9 - E 1131 -2100 Top chord 2x4 SP #2 N :T2 2x4 SP #3: Bot chord 2x4 SP #2 N Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 Chords Tens.Comp. Chords Tens. Comp. :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: B - M 2877 -1232 K - J 2096 - 849 Lumber value set "l3B" uses design values M - L 2819 -1228 J - 1 2819 -1263 approved 1/30/2013 by ALSC L - K 2096 - 849 1 - G 2877 -1266 Wind Maximum Web Forces Per Ply (Ibs) Wind loads based on MWFRS with additional C&C Webs Tens.Comp. Webs Tens. Comp. member design. i A� - N 1 0 J- E 415 - 209 M - C 247 - 23 J - F 431 - 806 C - L 427 - 797 F - 1 250 - 23 D-L 416 -187 O-H 1 0 D -J 146 -138 —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! `*IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing. and bracing. , Refer to and follow the latest editinn of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior io perfutnw g tl iase functions. Lostallers shall provide temporary bracing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly ti.....� attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3„ B7 or B10,� -_ as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwis�. Refer to Q drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildimL Components Group Inc., shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover pa e, listing this drawing indicates acceptance of pro essiom engineering responsibility solely for the den shown. The suitability and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1119. 2. Job Number: 16630e Ply: 1 SEQN: 313751 ( T74 / SPEC KRAUSE RESIDENCE Qty: 1 �FROM:Ml_ DRW: Truss Label: H116 Wgt: 183.4lbs / ... 08/21/2018 4'10-114" 7'S-3/4" 11'6" 16'3" 21' 2T,4-3/4" 33' ' 4'10-1/4" 2'7-1/2' 4'0-1/4" 4'9" 4'9" 6'4-3/4" 6'2-1/4" =3X4 =5X6 12 0= E F T 112X40 W W �3X4G T3 'O \ 2X48 W6 a 4X6(0 L)[25] =4X8(A2)A =6X12 W3 H I in1 J- = 4 M L K B3 a4X8[14] H0308 =3X8 J •••• •&4A6 • 1113X6(OL) • • • • • • • • • • • • SEAT PLATE REQ. •• • • •• • 337' •••••• •••• • •••••• • 7'4" 4'2-3/4" 4'0-1/4" 5.2-1" • • • • 8'8 3/4" 4' • • • • • • • • 7'4" 11'6.3/4" 15'7" 20'10-114 2� • • • • • • 43'7" • • • • • • •••• •••• ••••• • • Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria c Re e i W e ctions t/ Fs • oc R••.IJ• /Rw /Rji /RL • • • • • • /W • TCLL: 30.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# 4 � • TCDL: 15.00 Speed: 175mph Pf:NA Ce:NA VERT(LL): 0.316 D 999 240 A 1882 /420 /10,04/- •/174 /800600.9 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.724 D 554 180 11 1,666 / i31 / 10:-/0 • •�- / -• • BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.088 1 - - Winerlido based on MWFRS • • idth Req = 900000 • • EXP: C HORZ(TL): 0.201 I - - A Min Brg Z� • Des Ld: 55.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 1.5 1 Min Brg Width Req 0 •- • NCBCLL: 10.00 TCDL: 5.0 psf Bldg Code: FBC 2014-HVH I@5STC CSI: 0.714 Bearing A is a rigid surface. Soffit: 2.00 BCDL: 5.0 psf TPI Std: 2007 Max BC CSI: 0.804 fearing A requires a seat plate. Load Duration: 1.33 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.36 ft Rep Factors Used: Yes Max Web CSI: 0.780 Maximum Top Chord Forces Per Ply (Ibs) Loc, from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Mfg Specified Camber: Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Wind Duration: 1.33 Plate Type(s): WAVE, HS VIEW Ver: 17.02.01A.1114.21 B 2512 -5111 E - F 1720 -3143 - C 2403 - 4788 F - G 1735 - 3396 Lumber C - D 2456 -4745 G - H 1729 -3622 Value Set: 13B (Effective 6/1/2013) D - E 1642 -2987 Top chord 2x4 SP #2 N :T3 2x4 SP #1: SS: Bot Chord Forces Per Ply (Ibs) Bot chord 2x4 SP #1 :B3 2x4 SP 'Maximum Webs 2x4 SP #3 :W3, W9 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. :W4, W6, W7 2x4 SP #3: A - N 4160 - 2- 83 L - K 529 3269 -1761 Lumber value set "136" uses design values - M 160 - 83 K - J 3124 -1761 approved 1/30/2013 by ALSC M - L 3269 -1529 J - I M 124 - 84 Plate Shift Table JT Plate Chord JT Plate Chord Maximum Web Forces Per Ply (Ibs) No Size Shift Bite No Size Shift Bite Webs Tens.Comp. Webs Tens. Comp. [14] W4X8 3.25 L 1.25 [25] W4X6 2.75 R 1.50 g _ N 224 - 305 E - K 184 185 Wind 9 - N 228 -291 K - F 543 -260 Wind loads based on MWFRS with additional C&C N - 0 37 - 5 K - G 345 - 570 member design. D 1980 -997 G - J 352 -460. - M 2925 -1349 J - H 3276 -1540 D - M 216 - 279 H - 1 930 -1829 M - E 246 - 408 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require ext erne care in fabricating hand!inq. shipping. '.nsta!!inq and bracing. Refer to and folle,.w the latest edition of . CSI (Building Component Safety Information, by TPl and SBCA) for safety practices prior to performing these functions. instaliers shall prove 7e ternporary bracing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall h ve a properly - 3 attachetl ri id ceiling. Locations shown for permanent lateral restraint of webs shall have bracin insTalled per BCSI sections B B7 or 810, g g f qq .., as applicable. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Alpine, a division of ITW BuildinlComponents Group Inc.. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 1 SEQN: 314161 y T25 / HIPS KRAUSE RESIDENCE Qty: 1 FROM: ML DRW: Truss Label: H1298 Wgt: 152.6 Ibs .. / ... 08/21/2018 I/2" 19'8-1/2" _ 32f'21 /16"7'22-7/8I 56 16i T Q ,2 a p 7 Q 1 IZUB(A1) A 11T�ii$ SEAT PLATE REQ. 6'2-1l2" Loading Criteria (psi) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-10 TCDL: 15.00 Speed: 175 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: It EXP:C Des Ld: 55.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 2.00 BCDL: 5.0 psf Load Duration: 1.33 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.25 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 136 (Effective 6/1/2013) Top chord 2x4 SP #1 Bot chord 2x4 SP SS :B2 2x4 SP #1. Webs 2x4 SP #3 :W2, W4 2x4 SP #3: :Rt Level Return 2x4 SP #3: Lumber value set "l3B" uses design values approved 1/30/2013 byALSC Wind Wind loads based on MWFRS with additional C&C member design. •= 5X8 Ri 5X6 C D 32'6" 67" + 5'2-1/2" 12'9-1/2" 18, Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2014- TPI Std: 2007 Rep Factors Used: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE, HS • SE•T PL•Ta REQ. •�• . • 68-3/4" 6'2-112" 2, • • • • • • 26'3-1/2" • 'wv •3Z6" • • • • •••• •••• ••••• •••••• • ••• ••••• Defl/CSI Criteria PP Deflection in loc Udefl VERT(LL): 0.289 1 999 VERT(TL): 0.654 1 590 HORZ(LL): 0.091 H - HORZ(TL): 0.207 H - Creep Factor: 1.5 R ESTC CSI: 0.911 Max BC CSI: 0.719 Max Web CSI: 0.724 Mfg Specified Camber: ♦ Maximum Reactions (Ibs) U# Loc Q•• � /Rw /RI? /RL /W • 240 P 1809 / 400 / 994i L • • J Z09 / 8.a • • • • • 180 IC75 /.AZ /1143/- /- /8.4 • ••••• - Wind re9stionPbased on#MNFiRS • • A Min Brg Width Req%.?"• • F Min Brg Width Req = 2.3 Bearings A & F are a rigid surface. Bearings A & F require a seat plate. VIEW Ver: 17.02.01A.1114.21 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A - B 2165 - 4529 D - E 1795 - 3515 Bj - C 1787 - 3536 E - F 2138 - 4473 C- D 1773 - 3277 F- G 49 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp Aj - L 4212 -1920 J - 1 3278 -1446 Li K 4158 -1906 1- H 4108 -1914 K 1-1 3278 -1446 H - F 4154 -1917 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Li- B 265 - 36 1 - D 507 - 208 B - K 502 - 959 1 - E 475 - 921 C - K 520 - 213 E - H 261 - 24 C - 1 226 -225 M-G 1 0 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatin(a, handling, shipping, installingand. bracing. Refer to and folluw the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) for sa ety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly ; attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per B C S I sections B3, B7 or B10, as applicab-le. Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise, Refer to >o drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handli4 shipping, installation and bracing of trusses. A seal on this drawing or cover page• listing this drawing indicates acceptance of pro essronar engineering responsibility solely for the design shown. The suitability and use of this yawing for any structure is'the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 1 SEQN: 313744 � T73 / SPEC KRAUSE RESIDENCE Qty: 1 FROM: ML DRW: Truss Label: H136 Wgt: 184.8 Ibs / _ 08/21/2018 4'10-iiy' i'S-3i Q'ii-i!4" o' 4'10-1/4" 2'7-1/2' 3'S-1/2" 2'6-3/4 516" 7'10-5/8' 6'8-3/8" 1114X6(R) M5X6 E F SEAT PLATE REQ. 7,4„ 7'4„ Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-10 TCDL: 15.00 Speed: 175 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 55.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 2.00 BCDL: 5.0 psf Load Duration: 1.33 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.36 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T3 2x4 SP M-30: Bot chord 2x4 SP #1 :82 2x4 SP #2 N: :B3 2x4 SP SS: Webs 2x4 SP #3 :W3 2x4 SP #2 N: :W6, W7, W8, W10 2x4 SP #3: Lumber value set "1313" uses design values approved 1/30/2013 byALSC Bracing (a) Continuous lateral restraint equally spaced on member. Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [11] W4X4 1.50 R 1.25 [12] W4X8 3.25 L 1.25 [27] W5X6 2.25 R 3.00 Wind Wind loads based on MWFRS with additional C&C member design. 33'7' 4'6-3/4" 8" 8'4" 11'0-1/4" 15'7" 1 '3" 24'7 • • • •••••• •••• •••• •••• • • g' . •_ •••• 337' •••• •••••• • ••• ••••• • • • • • Snow Criteria (Pg,Pf in PSF) DefllCSl Criteria Maximum Reactions bs • • • • • • ) • Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc Q• •=t? : / Rw / RR / RL / W • • 1883 / 403 / 1031i • • i/•203 / 8*0• • • • • Pf: NA Ce: NA VERT(LL): 0.320 D 999 240 Lu: NA Cs: NA VERT(TL): 0.733 D 547 180 I 1866 ( A / 1044 / - / /- Snow Duration: NA HORZ(LL): 0.102 H - - • • • • Wind rW rations based and FoRS • • HORZ(TL): 0.233 H Creep Factor: 1.5 f�l Min Brg Width Recf �• 1 I Min Brg Width Req = - Code / Misc Criteria Bldg Code: FBC 2014-HVH R ESTC CSI: 0.698 Bearing A is a rigid surface. TPI Std: 2007 Max BC CSI: 0.804 Bearing A requires a seat plate. Rep Factors Used: Yes Max Web CSI: 0.940 FT/RT:20(0)/l0(0) Mfg Specified Camber: f�aximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Plate Type(s): VI EW Ver: 17 02.01A.1 114.21 q- B 2476 -5115 E - F 1567 -2851 B - C 2335 - 4788 F - G 1861 - 3710 WAVE, HS C - D 2368 - 4741 G - H 211 - 318 D-E 1715 -3166 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A - N 4786 - 2246 L - K 2764 -1250 M 153 - 76 K - J 2867 -1312 L 2764 -1250 J - 1 3695 -1739 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B,-N 226 -311 E -K 328 -181 Cj - N 161 - 272 K - F 255 -174 N!- 0 62 - 6 F - J 753 - 352 N - D 2040 - 956 J - G 368 - 448 N - M 2991 -1375 G - 1 1786 - 3762 D - M 649 -1238 H - 1 242 - 322 E 519 -292 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! I "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trlrsses require extreme care in fabricating, hand!in shipping, in_tailingand 'bracing. R�far to and f')Dow the latest edition of B( SI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provider temporary bracin per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly --- 3 attachod rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or 610. as applicable. Apply prates to each faceof truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to -------- drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinq Components Group Inc., shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing indicates acceptance of proiessionaf engineerinq responsibility solely for the design shown. The suitability and use of this gnawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 1 SEQN: 314157 T55 / HIPS KRAUSE RESIDENCE Qty: 1 FROM: ML DRW: Truss Label: H1489 Wgt: 155.4 Ibs / ... 08/21/2018 7'9-5l8" 14'9-1/2" 17'8-1l2" 24'B-3/8" 32'6" + r 7'9-5/8" 6'11-7/8" + 2'11- 6'11-7/8" 7'9-5/8" =5X6 =5X8 C T2 D T 12 4 p .... •••• m3X4B3X4 • • •• • t° '7 T3 • • • •� (a) (a) • •••• ••••wa 1 W2 3X8(At) A ..... Fg3X8(A1) • • • • • G= 2h1� R) = B2 10 'r X4 as3X8 • • • ( '1X 4 ••••• •,_ � i•.• • SEAT PLATE REQ. •••••• • •• ••••• • • • • • S% 6ATE:EQ. 000000 32'6" • r 616-5/8" + 6'4.5/8" + 3'0-314" T11-3/8" i_ • �'6-5/B" • 0000 • • �1i R 6'6-5/8" 14'11 18' 2611-3/8" • • 32'6" • • • • • Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A, Maximum Reactions (Ibs) TCLL: 30.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 15.00 Speed: 175 mph Pf: NA Ce: NA VERT(LL): 0.282 1 999 240 A 1809 / 382 / 996 / - / 237 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.639 1 605 180 F) 1975 / 457 / 1146 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.093 H - - Wind reactions based on MWFRS EXP: C HORZ L 0.211 H Des Ld: 55.00 (T) A Min Br Width Re 2.1 g q Mean Height: 15.00 ft Code / Misc Criteria Creep Factor. 1.5 NCBCLL: 10.00 P F Min Brg Width Req = 2.3 TCDL: 5.0 psf Soffit: 2.00 Bldg Code: FBC 2014-HVH I@�STC CSI: 0.883 Bearings A & F are a rigid surface. BCDL: 5.0 psf Load Duration: 1.33 MWFRS Parallel Dist: h to 2h TPI Std: 2007 Max BC CSI: 0.715 Bearings A & F require a seat plate. Spacing: 24.0 " C&C Dist a: 3.25 ft Rep Factors Used: Yes Max Web CSI: 0.427 Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Mfg Specified Camber: Chords Tens.Comp. Chords Tens. Comp. Chords GCpi: 0.18 Plate Type(s): Wind Duration: 1.33 WAVE VIEW Ver: 17.02.01A.1114.21 A,- B 2119 -4529 D - E 1605 -3202 Lumber B,- C 1591 - 3191 E - F 2078 -4477 Ci- D 1566 -2937 F - G 49 0 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 72 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) :T3 2x4 SP SS: Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x4 SP SS :B2 2x4 SP #1: Webs 2x4 SP #3 : W2, W4 2x4 SP #3: A - K 4210 -1873 1 - H 4090 -1852 :Rt Level Return 2x4 SP #3: K - J 4134 r 1856 H - F 4158 -1858 Lumber value set "136" uses design values J I 2932 -1267 approved 1/30/2013 by ALSC i Bracing Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. (a) Continuous lateral restraint equally spaced on member. K - B 342 - 41 D - 1 545 - 236 B - J 667 -1291 1 - E 625 -1236 Wind C'- J 548 -289 E - H 332 -28 Wind loads based on MWFRS with additional C&C J - D 223 -215 L - G 1 0 member design. "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in.fabricating, handlirn -, shipping, instAlinpand bracing 7< fer to a,ld follow the lotesi editioil of SCSI (Building " Component Safety Information, by TPI SBCA) for sa{ety to these functions. Installers shall temporary andd practices prior performing provide bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have bracing BCSI have a properly B3, B7 10. attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall Installed per sections or as applicab-le. Apply places to each face. of truss and position as shown above and on the Join f Details, unless noted otherwise) Refer to -=~ • o drawings 160A-Z for standard plate positrons. to Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawingg any failure build the ANSI/TPI 1, for handling, installation bracing trusses. A this drawing truss in conformance with or shipping, and of seal on or listing this drawing indicates acceptance of pro-fessional engineering responsibility solely for the design shown. indicates cover page, The suita illty and use of this for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this iob's general notes page and these web sites: ALPINE: www.alpineitw.com: TPI: wwwAoinst.oro: SBCA: www.sbcindusW. com: ICC: www iccsafe. ora Job Number: 16630e Ply: 1 SEQN: 313736 / T72 / SPEC KRAUSE RESIDENCE Qty: 1 FROM: ML DRW: Truss Label: H156 Wgt: 191.8 Ibs I I / ... 08/21/2018 11'0-13/lq" 15'6" 1Ti" 22'0-5/161, I 28'1-5/8" 337' 4'10-174" 2'7-1/2' 3'7-1116° a'S-3/t6" 6" 5'0-5/16" 6'1-5116" 3/F A SEAT PLATE REQ. 7,4" T4„ 12 4 p 1112X4� Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-10 TCDL: 15.00 Speed: 175 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXPDes Ld: 55Mean C .00 Mean Height: 15.06 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 2.00 BCDL: 5.0 psf Load Duration: 1.33 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.36 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T1 2x4 SP SS: Bot chord 2x4 SP #1 :62 2x4 SP #2 N: :63 2x4 SP SS: Webs 2x4 SP #3 :W3 2x4 SP #2 N: :W6, W7, W8, W11 2x4 SP #3: Lumber value set " 13B" uses design values approved 1/30/2013 byALSC Bracing (a) Continuous lateral restraint equally spaced on member. Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [11] W4X6 2.75 R 1.25 [12] W4X8 2.91 L 1.25 [28] W5X6 2.00 R 3.00 Wind Wind loads based on MWFRS with additional C&C member design. 11106(R) N4X6(R) E F GZ�k3X4 •••• W7 • • 7 96X12 W3 W6 W y17 • Hft4X6• •••• ••••• •••• ••• (a)••• •• •••••• I Ilje)K• • • • • -rf� 4�e ••:•el- 4 11� M L B3 K J 82 =5X6 m3X4 3X4• • • • • • • • • •m5X6(2%• • • • • • • • • • 337' • • • • • •••••• 3'7-1/4" 4'7-3/4" 1'S" T10" • • 8-9'0 : • • • • 10'11-1/4' 15'7" 17' 2410" • • • 337' • • • • • • • • Snow Criteria (Pg,Pf in PSF) DeFl/CSI Criteria Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in Ioc L/defl L/# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.290 L 999 240 A 1883 / 381 / 1022 / - / 231 / 8.0 Lu: NA Cs: NA VERT(TL): 0.665 L 603 180 J1 1866 / 383 / 1044 / - / - / - Snow Duration: NA HORZ(LL): 0.096 1 - - Wind reactions based on MWFRS HORZ(TL): 0.220 1 Min Brg Width Req = 2.2 J1 Code / Misc Criteria Creep Factor: 1.5 Min Brg Width Req = - Bldg Code: FBC 2014-HVH RES TC CSI: 0.757 Bearing A is a rigid surface. TPI Std: 2007 Max BC CSI: 0.959 Bearing A requires a seat plate. Rep Factors Used: Yes Max Web CSI: 0.924 FT/RT:20(0)/10(0) Mfg Specified Camber IV�aximum Top Chord Forces Per Ply (Ibs) Plate Type(s): I Chords Tens.Comp, Chords Tens. Comp. WAVE VIEW Ver: 17.02.01A.1114.21 AI- B 2401 -5106 E - F 1401 -2564 B - C 2255 - 4782 F - G 1439 - 2790 C'- D 2284 - 4735 G - H 1768 - 3703 D - E 1442 - 2770 H - 1 173 - 262 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - 0 4776 - 2176 M - L 2564 -1072 P - N 136 - 64 L - K 3233 -1429 N - M 2995 -1316 K - J 3611 -1658 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp B ' 0 229 - 352 E - M 553 - 293 C - 0 135 - 254 F - L 633 - 310 O - P 59 -10 L - G 473 - 959 O - N 2970 -1301 G - K 437 - 162 0 D 2077 - 952 K - H 305 - 285 N ' D 377 - 796 H - J 1709 - 3745 D M 357 - 760 1 - J 207 - 275 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shi-ping. installing and bracing. Refer to and `ollcw the latestedit;on of BCit (Buildirto Component Safety Information, by TPI and`SBCA) for sat"ety practices prior to performing these functions. Installers shall provide,temporary` bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall hav a propperly 3 attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, �7 or 610, asapplicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to e drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinq Components Group Inc.. shall not be responsible for any deviation from this drawing any failure tp build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing, indicates acceptance of pro essiona engineering responsibility solely for the design shown. Thg suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e KRAUSE RESIDENCE Truss Label: H698 Ply: 1 City: 1 Wgt: 183.4 Ibs SEQN: 31413 FROM: MIL / T52 / HIPS DRW: / .. 08/21/2018 . - 20'9-1/2'. i 6'9-1/2" 11'7" f 1'10''7 16'1-1/2" 18'11-1/z" 25'8-1/2" 337' r 6'9-1/2" + 4'9-1/2" + 4'6-11? + 2!' "- 4'11" I T10-1/2" 4 l7 m3X4 1114X4(R)[16)m3X6 �6X10 8� C D E F G •••• T. •• •••••• ;p • • • T4 • =4X8(A2)A • • • • 1 3775 l O 3X[] 4 9 M ar K _ I•••••• 3.43 �6X12[18] •�� • • • • • • • • • • 12 • • • • • • • • • • • • • • •••••• •• ••••• SEAT PLATE REQ. I • • •• • • 337' •••••• 6'11-1/4" 4'3-1/2" 4'10-1/4" 2'11-1/4" 6'8-1/4" • • • j•7• • • • • • • f 6'11-1/4" + 11'2-3/4" + 16'1" �9'0-1/4 25'8-1/2' ao�r/!'r • • • y2„ • Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) TCLL: 30.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Loc R / U / Rw / Rh / RL / W A 1882 / 737 / 983 / - / 108 / 8.0 TCDL: 15.00 Speed: 175 mph Pf: NA Ce: NA VERT(LL): 0.603 M 665 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 1.378 M 291 180 1 1860 / 731 / 991 / - / - BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.098 1 - - Wind reactions based on MWFRS Des Ld: 55.00 EXP: C HORZ(TL): 0.223 1 q Min Brg Width Req = 2.2 Code / Misc Criteria NCBCLL: 10.00 Mean Height: 15.00 ft CreepFactor: 1.5 I i Min Brg Width Req = TCDL: 5.0 psf bearing A is a rigid surface. Soffit: 2.00 TCDL: 5.0 psf Bldg Code: FBC 2014-HVH RESTC CSI: 0.964 Bearing A Load Duration: 1.33 MWFRS Parallel Dist: h/2 to h TPI Std: 2007 Max BC CSI: 0.752 requires a seat plate. Spacing: 24.0 " C&C Dist a: 3.36 ft Rep Factors Used: Yes Max Web CSI: 0.954 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Mfg Specified Camber: Chords Top Chord Forces Per Ply (Ibs) Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s):or VIEW Ver: 17.02.01A.1114.21 A - B 2399 -4747 E - F 2511 -4834 Wind Duration: 1.33 WAVE, HS Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 :T4 2x4 SP M-31: Bot chord 2x4 SP SS :B3 2x4 SP #1: Webs 2x4 SP #3 :W7 2x4 SP #3: :W8 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/30/2013 byALSC Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 2X4 except as noted. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [ 9] W3X4 1.25 R 1.25 (16) W4X4 1.50 R 1.25 [18] W6X12 6.25 R 1.25 Wind Wind loads based on MWFRS with additional C&C member design. B - C 3119 - 6056 F - G 2512 - 4835 C - D 3452 - 6753 G - H 1980 - 3953 D - E 3454 - 6755 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp, Chords Tens. Comp A - 0 4421 - 2171 L - K 5136 - 2486 O - N 4429 - 2173 K - J 3653 -1798 N - L 6150 - 2998 J - 1 302 -164 M-K 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp B - 0 230 - 34 E - K 971 -1920 B - N 1827 - 889 K - G 1315 - 634 N - C 403 - 748 G - J 255 -108 C - L 676 - 327 J - H 3360 -1646 L - D 151 - 253 H - 1 954 -1787 L, E 2342 -1148 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extrerne care in fabricating handl n sl;=inq, inctallinc and brads . Re' --.,to and fcflc., the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for sty practices Prior to performing these functions. Installers shall provide temporary'^-- bracin per BCSI.. Unless noted othe wise,top chord shall have properly attached structural sheathing and bottom chord shall hav a properly B attachod rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, �7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to e drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing any failure tb build the truss in conformance with ANSI g Pl 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing indicates acceptance of pro essrona engineering responsibility solely for the design shown. Th� suitability and use of this yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 1 SEQN: 314144 T75 / HIPS KRAUSE RESIDENCE Qty: 1 FROM: ML DRW' Truss Label: H898 Wgt: 180.6 Ibs / ... 0812112018 T m N = 'v 1 } syp 1. Loading Criteria (psf] TC L L: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " i 5'3-1/4" 8'9-1/2" 16'1-1/2" 19' i_ 23'8-1/2"_ i 28'11-7/8" f' S'3-1/4" + 3'6-1/4" r T4" r 2'10 1/2 4'8-1/2" 5'3-3/8" 4'7-1/8" 12 �4X4 ZZ5X8 4 C", C=6XB D -- T2 E F A SEAT PLATE REQ. B 69-1/2" 8'9-1/2" Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.36 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2 2x4 SP M-30: Bot chord 2x4 SP SS :133 2x4 SP #1: Webs 2x4 SP #3 :W3, W6, W7 2x4 SP #3: :W8 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 byALSC Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 2X4 except as noted. (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [17] W4X10 4.75 R 1.25 [26] W5X6 2.50 R 2.75 Wind Wind loads based on MWFRS with additional C&C member design. w • G�3X8•• •••••• L �.- W3i 1112X4(")••••• 0000 ,S T N M =3X4 K I • • =4X10[17j =3X4 . • , . • . • .=5X6[26I • • • • • • 3.43 p • • 12 • • • • •••••• • ••• ••••• 33'7" • • • • . i • 2'10-3/4 4'8-3/4" • • . • • • 9.7„ • • • 18'11-3/ " 23'8-1/2" • 033'3-1/2"• • 1�„ • • • •. • • • • 7" • • Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) Pg: NA Ct: NA CAT NA PP Deflection in loc Udefl U# �L' c R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.474 M 845 240 A 1882 / 735 / 1003 / - / 136 / 8.0 Lu: NA Cs: NA VERT(TL): 1.085 M 369 180 1 I 1860 / 730 / 1011 / - / - / - Snow Duration: NA HORZ(LL): 0.102 1 - - Wind reactions based on MWFRS HORZ(TL): 0.233 1 Al Min Brg Width Reg = 2.2 Code / Misc Criteria Creep Factor: 1.5 1 Min Brg Width Reg = - Bldg Code: FBC 2014-HVH R ES TC CSI: 0.930 Bearing A is a rigid surface. TPI Std: 2007 Max BC CSI: 0.572 Bearing A requires a seat plate. Rep Factors Used: Yes Max Web CSI: 0.751 :20(0)1 FT/RT/0(0) :20(0) 1 Maximum Top Chord Forces Per Ply (Ibs) Mfg Specified Camber: Chords Tens.Comp. Chords Tens. Comp. Plate WAVE, HS VIEW Ver: 17.02.01A.1114.217A.- B 2437 -4815 E - F 2104 - 3972 B 1- C 2260 - 4413 F - G 1889 - 3686 C; - D 2778 - 5345 G - H 148 - 257 Di- E 2780 -5348 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - N 4500 - 2228 L - K 4211 - 2009 N (- L 4156 - 1989 K - J 3423 -1645 M- K 0 0 J- 1 3501 -1756 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - N 266 - 384 K - F 720 - 385 C -N 415 -137 F -J 289 -77 C - L 1282 - 657 J - G 278 - 151 L - D 338 - 554 G - 1 1864 - 3647 L . E 1886 - 926 H - 1 179 - 242 E - K 809 -1585 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses regjke extreme rare in fahriratinrl, handlii,o iWoniny, in.aaliinyan,i :rucii ry. Refer [,_, and ro ow the laizar edili„n pf BCSt (Building Component Safety Information, by TPI antl SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI., Unless noted otherwlse,top chord shall have properly attached structural sheathing and bottom chord shall havy properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 7 or 10, as applicab5e. Apply plates to each face, of truss and position as shown above and on the Joinf Details, unless noted otherwise. kefer to e drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANS!/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing indicates acceptance of pro-fessionar engineering responsibility solely for the design shown. The suitability and use of this gnawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 N.2. Job Number: 16630e Ply: 1 SEQN: 313761 / T33 / HIPS KRAUSE RESIDENCE Qty: 1 FROM: ML DRW: Truss Label: H96 Wgt: 177.E Ibs / ... 08/21/2018 4'10-5/16" T5-3/4" 9'6" 16'3" 23' 28'S-7/8" 4'10-5/16" 2'7-7/1 2'0-1/ " 6'9" 6'9" 5'S-7/8" 12 =6X8 1112X4 =5X8 4 D E F TT1 1112X40 •••••• k2X48 W •••••••;• ;� =6X12=4X8(A2)AW6 >GZt3X4. I4X6(OLj26]•H • • "T• L P2X4 N B2 M L-3X8 =3X •••• •,�•• I :•••4L• �4X6[14] =H0308(") 63 • 0000 • 4kg • • 1113X6(0�6 • • • •••••• • ••• ••••• SEAT PLATE REQ. • • • • • 337' •• of •• • •••••• • 7'4" 6'1-1/6" 8- /8" 6'9" • 7'7AV16" • •2'11-5/1 "•••••• 7'4" 9'S-1/ " 15'6-S18" 1 3" 23' • 30'7.11/16" • 3'7" • • Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) TCLL: 30.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 15.00 Speed: 175 mph Pf: NA Ce: NA VERT(LL): 0.346 E 999 240 1883 / 735 / 1002/- / 146 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.793 E 506 180 1866 /730 /1024/- /- /- Ind BCDL: 10.00 Risk Category: II Snow Duration. NA HORZ(LL): 0.089 1 - - reactions based on MWFRS Des Ld: 55.00 EXP: C HORZ L 0.203 1 (T) Min Br Width Re 2.2 g q NCBCLL: 00 Mean Height: 15.00 ft Code / Misc Criteria CreepFactor: 1.5 1 Min Brg Width Req = - � Soffit: 2.00 2, TCDL: 5.0 psf BCDL: 5.0 Bldg Code: FBC 2014-HVH f41aSTC CSI: 0.956 earin A is a rigid surface. g Load Duration: 1.33 psf P MWFRS Parallel Dist: h/2 to h TPI Std: 2007 Max BC CSI: 0.868 Bearing A requires a seat plate. Spacing: 24.0 " C&C Dist a: 3.36 ft Rep Factors Used: Yes Max Web CSI: 0.828 aximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Mfg Specified Camber: Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): Wind Duration: 1.33 WAVE, HS VIEW Ver: 17.02.01A.1114.21 B 2542 -5091 E - F 2070 -3883 Lumber B - C 2426 -4739 F - G 1862 - 3623 C - D 2445 - 4640 G - H 1623 - 3344 Value Set: 13B (Effective 6/1/2013) D - E 2070 -3883 Top chord 2x4 SP #2 N :T1 2x4 SP M-30: Bot chord 2x4 SP #1 :62 2x4 SP #2 N: aximum Bot Chord Forces Per Ply (Ibs) :B3 2x4 SP SS: Webs 2x4 SP #3 :W3, W9 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. :W6, W7 2x4 SP #3: A - O 4763 - 2328 L - K 3362 -1608 Lumber value set " 136" uses design values P - N 119 -64 K - J 3584 -1764 approved 1/30/2013 byALSC N - M 3128 -1488 J - I 86 -62 L 3128 -1488 Plate Shift Table JT Plate Chord JT Plate Chord Maximum Web Forces Per Ply (Ibs) No Size Shift Bite No Size Shift Bite Webs Tens.Comp. Webs Tens. Comp. [14) W4X6 2.50 R 1.25 [26] W4X6 2.50 R 1.75 B - 0 248 - 349 E - L 384 - 656 Wind C-0 124 -66 L -F 610 -326 Wind loads based on MWFRS with additional C&C 0 - P 4 -21 F - K 336 -93 member design. O - D 2319 -1181 K - G 190 - 240 O - N 3388 -1603 G - J 404 - 693 D'- N 717 -1429 J - H 3087 -1481 D - L 884 - 446 H - 1 938 -1835 "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! I **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, hondlin^. shipping, installing. nd bracing Refer to and follow the. Infest editinn of BC61(Ruilding Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall ha v a propperly a attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, 7 or t310, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. (2efer to e drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 3 SEQN: 313869 % T47 / HIPM KRAUSE RESIDENCE Qty: 1 FROM: MIL DRW: Truss Label: HG498 Wgt: 638.9 Ibs / ... 08/21/2018 4'9-1/2" 8'10-3/16" 12'7-9/16" 16'2-3/4" 1 201" 24'6-1/8" 28'10-7/8" i 33'3-3/8" 110. t- 4'9-1/2" + 4'0 11/16"+ 3'9-7/16"+ 3'7-3/16" 3'10-1/4" 4'S-1/8" 4'4-3/4" 4'4 1/2" 6- /8" 12 4 I% �IYA -ZYAN1 l =RYA -IYAI =iyAr971 •... =3X6(A1 SEAT PLATE REQ. 33'10" N =5X8[21 ] • • • • N• M L K •••• J • • sa3X4[$31 • • r 48=4X4[2% • • • 1113X6[2% • • • • •••••• 0 • t- 4" +3'6 1/1395T_ -3/16401'2-1} 4'734" +I3•3•-1•/• �43'36j*!218" "1/8••44'11-1/41623-3/1619649-7S-/ 1'2- 89'33/8" , • • • • • • •• • 331Q••••• Loading Criteria (psi) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-10 TCDL: 15.00 Speed: 175 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category, II EXP: C Des Ld: 55.00 Mean Height: 15.00 ft NCBCLL. 0.00 TCDL: 5.0 psf Soffit: 2.00 BCDL: 5.0 psf Load Duration: 1.33 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.38 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #1 71 2x4 SP #2 N: Bot chord 2x6 SP #2 :B1 2x6 SP SS: Webs 2x4 SP #3 :W3 2x4 SP #1: :W4, W5 2x4 SP #2 N: :W8 2x6 SP #2: Lumber value set "1313" uses design values approved 1/30/2013 byALSC Nailnote Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @10.25" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. Plating Notes All plates are 2X4 except as noted. Plate Shift Table JT Plate Chord JT Plate Chord - No Size Shift Bite No Size Shift Bite [ 9] W3X4 1.25 R 1.25 [12] W3X4 2.25 R 1.25 [21) W5X8 1.50 R 1.25 [23] W3X4 2.25 R 1.25 [27] W3X4 1.75 R 1.25 [28] W4X4 2.75 R 1.25 _ (29] W3X6 S 4.00 [31] W4X4 1.25 R 1.50 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Pf: NA Ce: NA VERT(LL): 0.726 E 556 240 Lu: NA Cs: NA VERT(TL): 1.642 E 245 180 Snow Duration: NA HORZ(LL): 0.097 J - - HORZ(TL): 0.221 J Code / Misc Criteria Creep Factor: 1.5 Bldg Code: FBC 2014-HVHZ Imo$ TC CSI: 0.734 TPI Std: 2007 Max BC CSI: 0.585 Rep Factors Used: Yes Max Web CSI: 0.945 FT/RT:20(0)/10(0) Mfg Specified Camber: Plate Type(s): VIEW Ver: 17.02.01A.1114.21 WAVE, HS Special Loads ------(Lumber Dur.Fac.=1.33 / Plate Dur.Fac.=1.33) TC: From 92 plf at 0.00 to 92 plf at 4.79 TC: From 46 plf at 4.79 to 46 plf at 33.83 BC: From 20 pIf at 0.00 to 20 pIf at 4.75 BC: From 10 pIf at 4.75 to 10 plf at 33.83 TC: 112 lb Conc. Load at 4.75 TC: 170 lb Conc. Load at 5.15, 7.15, 9.15,11.15 13.15,15.15 TC: 244 lb Conc. Load at 17.15,19.15,20.79,22.44 24.44,26.44 TC: 214 lb Conc. Load at 28.44,30.44,32.44 BC: 118 Ib Conc. Load at 4.75 BC: 85 lb Conc. Load at 5.15, 7.15, 9.15,11.15 13.15,15.15 BC: 116 lb Conc. Load at 17.15,19.15,20.79,22.44 24.44,26.44 BC: 121 lb Conc. Load at 28.44,30.44,32.44 ♦ Maximum Reactions (Ibs) Loc R I /Rw /Rh /RL /W T 3344 /1161 /- 1- /- /8.0 J 3732 /1464/- Wind reactions based on MWFRS T; Min Brg Width Reg = 1.5 J Min Brg Width Reg = - Bearing T is a rigid surface. Bearing T requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp AI- B 1103 -3202 E - F 2633 -7258 B - C 1609 - 4690 F - G 1547 - 4140 C-D 2063 - 5897 G - H 1293 - 3388 D - E 2711 - 7475 H - 1 795 - 2049 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - S 3023 -1037 N - M 3463 -1324 S - R 3034 -1039 M - L 2165 - 843 R - Q 4810 -1655 L - K 2165 - 843 0-0 6046 - 2122 K - J 17 - 9 P - N 402 -147 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp BLS 117 -15 O - N 3967 -1486 B - R 1790 - 617 F - N 533 -1371 R - C 247 - 652 N - G 783 - 257 C - Q 1190 - 446 G - M 263 - 634 Q - D 302 - 754 M - H 1425 - 524 D, O 1535 - 632 H - K 416 - 994 E - 0 57 - 95 K - 1 2303 - 891 0-P 60 -11 J - 1 476 -1188 O-F 3214 -1116 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require c>Qreme care in fcbric3tinq, handlin shiopinq, nstalling and bracing. Raferto and folloc� the latest edition of sC t-(Buildino Component Satety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary - bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have_a properly ! attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,7 or B10. as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Rofer to - 'e drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses, A seal on this drawing or cover page, listing this drawing indicates acceptance of pro essronaf engineering responsibility solely for the design shown. The suitability and use of this drawing, for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 2 SEQN: 313700 V T17 / HIPS KRAUSE RESIDENCE Qty: 1 FROM: ML DRW: Truss Label: HG9 Wgt: 257.6 Ibs / ... 08/2112018 fl Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL. 0.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " E= 12 4 4 $Z2X4 0 = 4X6(At) C 1112X4B A M N .4X4[15] If" SEAT II PLATE REQ. 15, 6' 0 16'6" N4X6(R) F L K =H0607 3X8[19) 24' :24' 5'6" • • • K4•• • • •• •�1IX•4��* H' 4Y6(A1) fr • •� •••••• 1112X4 • SEAT PLATE R?Q. ••• • • • • • • • • •••••• 2 9' 12' 14'10-1/42409 • • • • 2 • • • Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP:C Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x6 SP #2 Webs 2x4 SP #3 :W3 2x4 SP #3: :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: Lumber value set "1313" uses design values approved 1/30/2013 byALSC Nailnote Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @11.50" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ---(Lumber Dur.Fac.=1.33 / Plate Dur.Fac.=1.33) TC: From 92 plf at -2.00 to 92 plf at 9.00 TC: From 46 plf at 9.00 to 46 plf at 15.00 TC: From 92 plf at 15.00 to 92 plf at 26.00 BC: From 20 pIf at 0.00 to 20 plf at 9.05 BC: From 10 plf at 9.05 to 10 plf at 14.95 BC: From 20 plf at 14.95 to 20 plf at 24.00 PLB: From 4 plf at -1.90 to 4 plf at -0.16 PLB: From 4 plf at 24.17 to 4 plf at 25.90 BC: 1086 lb Conc. Load at 9.05,14.95 BC: 477 lb Conc. Load at 11.15,12.85 Wind Wind loads and reactions based on MWFRS. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A'Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W Pf NA Ce: NA VERT(LL): 0.214 K 999 240 g 2889 / 1265 / - / - / - / 8.0 Lu: NA Cs: NA VERT(TL): 0.478 K 594 180 I 2889 / 1265 / - / - / - / 8.0 Snow Duration- NA HORZ(LL): 0.050 K - - Wind reactions based on MWFRS HORZ(TL): 0.112 K B Min Brg Width Req = 1.7 Code / Misc Criteria Creep Factor: 1.5 I Min Brg Width Req = 1.7 Bldg Code: FBC 2014-HVH R88 TC CSI: 0.578 Bearings B & H are a rigid surface. TPI Std: 2007 Max BC CSI: 0.979 Bi arings B & H require a seat plate. Rep Factors Used: No Max Web CSI: 0.345 FT/RT:20(0)/10(0) Mfg Specified Camber: Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. WAVE, HS VIEW Ver: 17.02.01A.1114.21 A - B 22 -13 F - G 1552 -3563 Plate Shift Table B - C 24 - 1 4 G - H 1677 - 3785 C - D 1682 - 3797 H - 1 24 -14 JT Plate Chord JT Plate Chord D - E 1561 - 3584 I - J 22 13 No Size Shift Bite No Size Shift Site [15] W4X4 S 2.25 (19] W3X8 S 1.75 E - F 1479 - 3405 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp C - M 3571 -1575 L - K 3378 -1468 M - L 3378 - 1468 K - H 3560 -1572 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A} N 2 - 3 K- F 965 - 395 B -N 2 0 K-G 124 -225 D M 120 -215 0-1 2 0 E M 953 - 390 0-1 2 - 3 E-K 30 -12 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT- FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling, shipping, ir,sta!lingand bra.inc. P.cfcr tc and fol!ov: n the latest edition. of BCSI (Building Component Safety Information, by TPI and SBCA) tor safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly _ g attached ri id ceilinq. Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, P7 or 610, 'r � < . as applicab-le. Apply plates to each face o truss and position as shown above and on the Join f Details, unless noted otherwise. �tefer to ' >> drawings 160A-Z for standard plate positions. 4 Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page. listing this drawing, indicates acceptance of pro essionar engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 1 SEQN: 31419 / T3 / MONO KRAUSE RESIDENCE Qty: 2 FROM: ML DRW: Truss Label: HJ2 Wgt: 14.0 Ibs .. / ... 08/21/2018 Loading Criteria (psi) TCLL: 30.00 TCDL: 15.00 BCLL. 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " 12 2X4(A 1) B 3-156 2X4(R) A _ 4-33/" EE Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Lumber value set " 13B" uses design values approved 1/30/2013 byALSC Special Loads ----(Lumber Dur.Fac.=1.33 / Plate Dur.Fac.=1.33) TC: From 91 pif at -1.00 to 91 plf at 1.87 BC: From 20 plf at 0.00 to 20 plf at 1.58 PLB: From 4 plf at -1.00 to 4 plf at -0.16 TC: 24 lb Conc. Load at 1.71 Wind Wind loads and reactions based on MWFRS. C 2X4 D SEAT PLATE REQ. r- 110-1/2" -� Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.000 D HORZ(TL): 0.001 D Code / Misc Criteria Creep Factor: 1.5 Bldg Code: FBC 2014-HVH IRESTC CSI: 0.057 TPI Std: 2007 Max BC CSI: 0.034 Rep Factors Used: Yes Max Web CSI: 0.014 FT/RT:20(0)/10(0) Mfg Specified Camber: Plate Type(s): WAVE VIEW Ver: 17.02.01A.1114.21 M O • • •• ••• •••• •••••• .... .... . . .... .... ..... •.••.. . .•• ••••• .. .. .. • ...... . . . • ...... 0 • • ..... . • • • 00 • ♦ Maximum Reactions (Ibs) Joc R /U /Rw /Rh /RL /W E 192 /89 /- /- /- /8.3 d 95 /34 /- /- /- /- Wind reactions based on MWFRS E Min Brg Width Req = 1.5 Q Min Brg Width Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. I Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. -B 18 -10 B -C 19 -16 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B1- D 3 -1 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-E 1 0 C-D 34 -74 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingg shippirg, insta!Iinq and bmci,g , P.efcr to and follcvw the latest edition of 5CS1 (Bui!ding Component Safety infurmatiun, by TPi and SBCA) for saffety practices pnor to performing these functions. Installers shall provide temporary --- bracing per BCSI.. Unless noted othenaise,top chord shall have properly attached structural sheathing and bottom chord shall havg a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections 83, B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to - -•.: drawings 16OA-Z for standard plate positions. Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANS!/TPI 1, or for handlin shipping, installation and bracing of trusses. A seal on this drawing or cover page. listing this drawing indicates acceptance of pro)essionar engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 1 SEQN: 314174 / T1 / MONO KRAUSE RESIDENCE Qty: 2 FROM: ML DRW: Truss Label: HJ3 Wgt: 18.2 Ibs / ... 08/21/2018 Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " 3-13 16" �2X4 3-f4" 1'1-1/8" Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N :Lt Level Return 2x4 SP #3: Lumber value set "1313" uses design values approved 1/30/2013 byALSC Special Loads -----(Lumber Dur.Fac.=1.33 / Plate Dur.Fac.=1.33) TC: From 91 plf at -1.09 to 91 plf at 4.07 BC: From 20 plf at 0.00 to 20 plf at 4.07 PLB: From 4 plf at -0.99 to 4 plf at -0.04 BC: 43 lb Conc. Load at 2.87 Wind Wind loads and reactions based on MWFRS. Additional Notes The maximum horizontal reaction is 251# _ 12 �. v.55J V 2�7/ " SAT PLATE REQ. 4'0-7/8" 4'0-7/8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.003 D HORZ(TL): 0.007 D Code / Misc Criteria Creep Factor: 1.5 Bldg Code: FBC 2014-HVH R ESTC CS;: 0.280 TPI Std: 2007 Max BC CS: 0.242 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Mfg Specified Camber: Plate Type(s): WAVE VIEW Ver: 17.02.01A.1114.21 I co r 00 — •••• • •• • •••• •••••• •••• •••••• •••• •••• ••••• •••••• • ••• ••••• • • • • • • • • • • • • • A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W E 419 /171 /- /93 /32 /8.0 D 72 /0 /- /158/50 /1.5 C 67 /54 /- /251/83 /1.5 Wind reactions based on MWFRS E Min Big Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Rearing E is a rigid surface. Blearing E requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. 11- B 19 -9 B-C 113 -304 M- aximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - D 158 - 50 1 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A -E 2 0 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses req,ure extreme care in fabricating, handlin shipping, instari,ngan.d bracin,. P.efcr to and fol!cv: the latest edition cf SCSI (Building Component Safety information, by TPI and SBCA) fo'shir sa ety practices prior to performing these runctions. Installers shall provide temporary -^�-�-- bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propperly. 3 attached ri id ceilin . Locations shown for permanent lateral restraint of webs shall have bracin insalled per SCSI sections B3, B7 or b10, as applicable. Apply plates to each face o truss and position as shown above and on the Join9Details, unless noted otherwise. f�efer to ;• a drawings 16OA-Z for standard plate positions. Alpine, a division of ITW Buildingg Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handlin shipping, installation and bracing of trusses. A seal on this drawing or cover page. listing this drawing indicates acceptance of pro�essionaf engineering responsibility solely for the design shown. Thg suitability and use of this drawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 1 SEQN: 313693 1 T15 / HIP_ KRAUSE RESIDENCE Qty: 1 FROM: ML DRW: Truss Label: HJ498 Wgt: 28.0 Ibs .. / ... 08/21/2018 3-15/16" 2X4(R) A 3- /7 8" 2'9-15/16" 12 2.83 p 2X4(A1) B SEAT PLATE REQ. Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-10 TCDL: 15.00 Speed: 175 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP:C Des Ld: 55.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 2.00 BCDL: 5.0 psf Load Duration: 1.33 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N :Lt Level Return 2x4 SP #3: Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads and reactions based on MWFRS. 6'7-13/16" 6'7-13/16" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W Pf: NA Ce: NA VERT(LL): NA FI 336 / 254 I - / - / - / 10.6 Lu: NA Cs: NA VERT(TL): NA D 118 / 31 / - / - / - / 1.5 Snow Duration: NA HORZ(LL): -0.014 D C 112 / 62 / - / - I - / 1.5 HORZ(TL): 0,030 D Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 1.5 FI Min Brg Width Reg = 1.5 Bldg Code: FBC 2014-HVH Rl TC CSI: 0.717 D Min Brg Width Req = - TPI Std: 2007 Max BC CSI: 0.457 Ci Min Brg Width Reg = - Bearing F a rigid surface. Rep Factors Used: Yes Max Web CSI: 0.000 Bearing F requires a seat plate. FT/RT:20(0)/10(0) Mfg Specified Camber: Plate Type(s) Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver: 17.02. 01 A. 1114.21 Chords Tens.Comp. Chords Tens. Comp, A-B 30 -17 B -C 32 -21 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B''- D 0 0 Maximum Web Forces Per Ply (Ibs) Vyebs Tens.Comp. A -E 1 0 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Tr usces require extreme care in fof)ricatinp, handling, shipping. Installing and bracing. Refer to and fo"ow the latest edition of BCSI (Building Component Satety Intormation, by TPI and SBCA) for sa�tety practices prior to performing these functions. Installers shall provide temporary .�.-..: bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly g attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise, kefer to '=>e drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building_ Components Group Inc.. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing indicates acceptance of prolessionar engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 1 1 SEQN: 313685 / T22 / HIP_ KRAUSE RESIDENCE Qty: 2 FROM: ML DRW: Truss Label: HJ9 Wgt: 60.2 Ibs .. / ... 08/21/2018 L 77-7/16" 12'4-1/2" r 7-7/13" 4'9" /2 1117xd D E -,i2" 1 - 1 SEAT PLATE REQ. I �-- 2'9-15/16" Loading Criteria (psf) Wind Criteria TCLL. 30.00 Wind Std: ASCE 7-10 TCDL: 15.00 Speed: 175 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 55.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 2.00 BCDL: 5.0 psf Load Duration: 1.33 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 byALSC Special Loads ------(Lumber Dur.Fac.=1.33 / Plate Dur.Fac.=1.33) TC: From 0 plf at -2.83 to 91 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf.at 12.60 BC: From 2 plf at 0.00 to 2 plf at 12.60 PLB: From 4 plf at -2.76 to 4 plf at -0.16 TC: -60 lb Conc. Load at 1.46 TC: 169 lb Conc. Load at 4.29 TC: 230 lb Conc. Load at 7.12 TC: 122 lb Conc. Load at 9.94 BC: -12 lb Conc. Load at 1.46 BC: 92 lb Conc. Load at 4.29 BC: 176 lb Conc. Load at 7.12 BC: 250 lb Conc. Load at 9.94 Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [12] W4X4 S 2.50 Hangers / Ties (J) Hanger Support Required, by others 12'8" 6'6-9/16" 6'6-9/16" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA 5'8-1/8" 12'2-3/4" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.065 H 999 240 VERT(TL): 0.142 H 999 180 HORZ(LL): -0.014 H - - HORZ(TL): 0.029 G - - Code / Misc Criteria I Creep Factor 1.5 Bldg Code: FBC 2014-HVH4 RESTC CSI: 0.631 TPI Std: 2007 Max BC CSI: 0.876 Rep Factors Used: Yes Max Web CSI: 0.678 FT/RT:20(0)/10(0) Mfg Specified Camber: Plate Type(s): WAVE VIEW Ver: 17.02.01A.1114.21 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure T • sees** •sees• sees• •ese• •••e•• • • • sees•• ••e•e• Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W J 541 /515 /- /- I- /10.6 FI 609 /293 /- /- /- /- Wind reactions based on MWFRS J' Min Brg Width Reg = 1.5 F Min Brg Width Reg = - Bearing J is a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A - B 30 -17 C - D 32 - 43 Bi C 814 -1522 D -E 0 -1 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B- H 1469 - 746 G- F 0 0 H G 1241 -682 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Art 1 0 C-G 719 -1300 H - C 461 -130 D - G 42 - 57 -WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating; handling shi^cin:i instol'inq and bracing. Refer to and fol;ow the latest edition of BCSb (Building Component Safety Information, by I PO and SBGA) for sa(ety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall hav a propperly B attached ngid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, �7 or 610, -� as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. kefer to ; n drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of trusses. A seal on this rawmg or cover page, listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 1 Job Number: 16630e Ply1 SEQN: 313677 / T20 / JACK KRAUSE RESIDENCE City: 5 FROM: ML I DRW: Truss Label: J1 Wgt: 14.0 Ibs I / . 08/21/2018 Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " 12 4 � C 2X4(A 1) B 3-15T16" 2X4(R) A D 3-1s° E 1-I112" SEAT PLATE REQ. Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1,33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bet chord 2x4 SP #2 N :Lt Level Return 2x4 SP #3: Lumber value set '136" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.000 D HORZ(TL): -0.001 D Code / Misc Criteria Creep Factor: 1.5 Bldg Code: FBC 2014-HVH RESTC CSI: 0.794 TPI Std: 2007 Max BC CSI: 0.103 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Mfg Specified Camber: Plate Type(s): WAVE VIEW Ver: 17.02.01A.1114.21 Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 399 / 247 / 347 / - / 51 / 8.0 D -42 /49 /49 /- /- /1.5 C -89 / 98 / 83 / - / - / 1.5 Wind reactions based on MWFRS 6, Min Brg Width Req = 1.5 D, Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. BI earing B requires a seat plate. I Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 49 0 B -C 86 -35 Maximum Bet Chord Forces Per Ply (Ibs) Chords Tens.Comp. BI- D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 1 0 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require ext rcme care in fabricating, handling, shi-oinq, insta!!ir,g,and brc-ir,a. Refer to and follow the latast cditicn of RCSl-(Building Component Safety Information, by l PI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. -- bracing per BCSI., Unless noted otherwise,top chord shall have properly attached structural sheathingp and bottom chord shall have a properly 3 attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing insTalled per SCSI sections 83. B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join f Details, unless noted otherwise] Refer to >> drawings 160A-Z for standard plate positions. " Alpine, a division of ITW BuildinggComponents Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing indicates acceptance of pro-fessionaf engineering responsibility solely for the design shown. The suitability and use of this gnawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 1 SEQN: 313774 T70 / EJAC KRAUSE RESIDENCE Qty: 14 FROM: ML DRW: Truss Label: J103 Wgt: 54.6 Ibs .. / ... 08/21/2018 Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " 6'5-1 /8" 10'3" S'5-1/8" 3'9-7'8 1112X4D •••• • •••• •••••• 12 • • • •• • 4 p --3X4C •••• ••�••• ••••�• • cO •••� EOM • • • •••d' Z5 •••• • • r, v • • 2X4(A1)B •� • ••• ••i••• ••• • •••••• 2X4(R)A P 1113X6(R�� 3-1T6' 2X4 • ••• • • • • SEAT PLATE REQ. • • • • • • • • • • • • • • • • 10'3" • • • 60-7/16" 5'2-9/16" 60-7/16" 10'3" Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Lumber value set "l3B" uses design values approved 1/30/2013 byALSC Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Pf: NA Ce: NA VERT(LL): 0.019 F 999 240 Lu: NA Cs: NA VERT(TL): 0.042 F 999 180 Snow Duration: NA HORZ(LL): 0.007 E - - HORZ(TL): 0.015 E Code / Misc Criteria Creep Factor: 1.5 Bldg Code: FBC 2014-HVH RESTC CSI: 0.657 TPI Std: 2007 Max BC CS: 0.422 Rep Factors Used: Yes Max Web CSI: 0.304 FT/RT:20(0)/10(0) Mfg Specified Camber Plate Type(s): WAVE VIEW Ver: 17.02. 01 A. 1114.21 i Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 751 /270 /519 /- /206 /8.0 E 549 /243 /349 /- /- (- Wind reactions based on MWFRS B Min Brg Width Reg = 1.5 E Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. A aximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. �j B 49 0 C - D 33 - 102 B, -C 532 -911 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 792 - 776 F - E 704 - 751 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-G 1 0 C -E 852 -801 F-C 281 -49 D -E 234 -118 "`WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses,require, extreme care in fabricating, hand!ing, shipping, !ncta!linqand bracing. Refcr tc and fol!c'N the latest edition of BCSI{Building Component Safety information, by TPI and SBCA) Tor safety practices prior to pertorming these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structure sheathing and bottom chord shall have a properly a attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each faceof truss and position as shown above and on the Joint- Details, unless noted otherwisef f7efer to - e drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page. listing this drawing indicates acceptance of prOTessionaf engineering responsibility solely for the design shown. TI)e suitability and use of this rawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec. 2. Job Number: 16630e Ply: 1 SEQN: 313786'/ T36 / EJAC KRAUSE RESIDENCE Qty: 3 FROM: ML DRW: Truss Label: J103A Wgt: 53.2 Ibs / ... 08/21/2018 L 7'5-3/4" r 7'5-3,4 �{ EG000 •••• • D so • • • • • • 4 � in �3X4C •�• • • • • • ••�r• ••••• 1 •• 1113Y•L(R) e ��2X4(Al)B •• •• • •••••• 2X4(R) I 3,TB G =4X4 •••••• • • • • • 1-42 � i • • •••••• SEAT PLATE REQ. SEAT PLATE REQ. • • • :so*** 6'4" 311 soi• •••••• • • Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-10 TCDL: 15.00 Speed: 175 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category II EXP: C Des Ld: 55.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 2.00 BCDL: 5.0 psf Load Duration: 1.33 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Lumber value set " 13B" uses design values approved 1/30/2013 byALSC Plating Notes All plates are 2X4 except as noted. Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [17] W3X4 S 2.75 Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. 2'1 1-3/4" 3'0-1/4" 4'3" 10'3" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): 0.158 1 455 240 Lu: NA Cs: NA VERT(TL): 0.352 1 204 180 Snow Duration: NA HORZ(LL): 0.064 F - - HORZ(TL): 0.142 F Code / Misc Criteria Creep Factor: 1.5 Bldg Code: FBC 2014-HVH RrmS TC CSI: 0.578 TPI Sid: 2007 Max BC CSI: 0.967 Rep Factors Used: Yes Max Web CSI: 0.396 FT/RT:20(0)/10(0) Mfg Specified Camber: Plate Type(s): WAVE VIEW Ver: 17.02.01A.1114.21 Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W 622 /186 /416 /- /139 /8.0 318 173 /253 /- /- /8.0 F 362 /96 /199/- Wind reactions based on MWFRS B Min Brg Width Req = 1.5 H Min Brg Width Req = 8.0 F Min Brg Width Req = - Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A- B 49 0 C- D 254 - 582 B-C 6 -216 D -E 31 -57 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - 1 166 - 97 C - G 341 -280 1 H 193 -115 G- F 509 - 382 I Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A'- J 1 0 D- F 443 - 593 1 -I C 226 - 272 E - F 99 - 93 GI-H 55 -152 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses bracing require extreme o herwse t h chord shall have properly attached structural sheathing and bottom chord shall have (Building fabricating, Aping, Irstallie and bracing.Re'er to any' fo!lo:r the !atest edition of BC Component Safety Infunnation, by TPI anSBCA) fo. safety plactices prior to performing these functions. Installers shall provide temporary -- b-^--- 9� P P P Y s a a a properly 3 attache, rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingg ins ailed per SCSI sections B3, �7 or 10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details. unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing, indicates acceptance of professlonar engineerinq responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this 'ob's oeneral rotes page and these web sites: ALPINE: www.abineitw. com: TPI: www. toinstor � SBCA: www. sb6ndust .com: ICC: www.iccsafe.or Job Number: 16630e KRAUSE RESIDENCE Truss Label: J16 Ply: 1 Qty: 2 Wgt: 9.8 Ibs SEQN: 314186 FROM: ML T5 / MONO DRW: / ... 08/21/2018 12 4 C =2X4 Al •= • • 10-1/16"I • i •' • • • • _T_ =2X4(R) A .�... .... ...... 3-15_/!16" •• • • 3-15/1" p I •~ •••••• •• • •••• ••••• •••••• • ••• ••••• . . 1-I 12" .. .. .. . ...... ...... • SEAT PLATE REQ. •• 1'6-7/16" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Maximum Reactions (Ibs) TOLL: 30.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 15.00 Speed: 175 mph Pf: NA Ce: NA VERT(LL): NA 168 / 67 / 125 / 26 / 52 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(I'L): NA d 24 / 6 / 21 16 16 / 1.5 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.000 D - - C 46 / 18 / 22 / 21 / 28 / 1.5 Des Ld: 55.00 EXP: C HORZ) (TL 0.000 D Wind reactions based on MWFRS NCBCLL: 00 Mean Height: 15.00 ft Code / Misc Criteria CreepFactor: 1.5 E Min Brg Width Req = 1.5 Sofft: 2.00 2. TCDL: 5.0 psf Bldg Code: FBC 2014-HVH I@Ta$ TC CSI: 0.128 D Min Brg Width Reg = - Load Duration: 1.33 BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h!2 TPI Sid: 2007 Max BC CSI: 0.025 C Min Brg Width Reg = - Bearing E is a rigid surface. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.000 Bearing E requires a seat plate. Loc. from endwall: Any FT/RT:20(0)/10(0) Mfg Specified Camber: GCpi: 0.18 Plate Type(s): Rjaximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.33 WAVE VIEW Ver: 17.02.01A.1114.21 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 19 0 B -C 34 -62 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Maximum Bot Chord Forces Per Ply (Ibs) Bot chord 2x4 SP #2 N Chords Tens.Comp. :Lt Level Return 2x4 SP #3: Lumber value set "l36" uses design values B - D 6 -7 approved 1/30/2013 by ALSC Maximum Web Forces Per Ply (Ibs) Wind Webs Tens.Comp. Wind loads based on MWFRS with additional C&C member design. A - E 1 0 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shi ping, installingand bracing Refer to and folluwthe latest edition of BCS; (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. bracin per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly a attach�d rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing insalled per BCSI sections B3 B7 or 910, as applica 4e. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing indicates acceptance of proressionar engineering responsibility solely for the design shown. The suitability and use of this gnawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e I Ply: 1 I SEQN: 313679 / T41 / JACK I KRAUSE RESIDENCE Qty: 1 FROM: ML DRW: Truss Label: J1A Wgt: 8.4 IbS / .. 08/21/2018 Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-10 TCDL: 15.00 Speed: 175 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: 11 EXP: C Des Ld: 55.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 2.00 BCDL: 5.0 psf Load Duration: 1.33 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set " 13B" uses design values approved 1/30/2013 byALSC Wind Wind loads based on MWFRS with additional C&C member design. 12 4 B 2X4(A1)A T —T— 7-15 " 3-15/16" C SEAT PLATE REQ. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L!i Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): -0.000 C HORZ(TL): 0.000 C Code / Misc Criteria Creep Factor: 1.5 Bldg Code: FBC 2014-HVH R4ESTC CSI: 0.024 TPI Std: 2007 Max BC CSI: 0.011 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Mfg Specified Camber: Plate Type(s): WAVE VIEW Ver: 17.02.01A.1114.21 .. r•.••• • • • • • 00000 00 • ••..•. 0 • • • • • . •••••• ...... . . ••••.. • •• • ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 65 /17 /39 /- /17 /8.0 C 20 /9 /16 !- /- /1.5 B 27 /14 /14 /- /- /1.5 Wind reactions based on MWFRS A Min Brg Width Req = 1.5 C Min Brg Width Req = - B' Min Brg Width Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 8 -17 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 0 0 "WARNING* READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care. in fabricating handlinm,.shipping installin9. and hracino. Refer to and follow the laie�r edition of BCSI (Building " Component S fety Information, by TPI an � SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per B8SI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face, of truss and position as shown above and on the Joint' Details, unless noted otherwise kefer to > drawings 160A-Z for standard plate positions. l " Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawingg any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing indicates acceptance of pro-fessionar engineering responsibility solely for the design shown. The suitability and use of this gnawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. i I Job Number: 16630e Ply: 1 SEQN: 314195 / T8 / MONO KRAUSE RESIDENCE Qty: 3 FROM: ML DRW: Truss Label: J2 Wgt: 11.2 Ibs / ... 08/21/2018 12 4 F_� 1112X4 zQ_ - •..••• 2X4(A1)B . ....•. 10-15/16" J • • • T'=2X4(R) A j to • • .• 3-15 1 C • • • •••• •••• • • •••••• • 3-15" =2X4p :. ••.• • :.•..: E • 1-I112" • • •. •• •• . •••.•. SEAT PLATE REQ. .••••• • •• •• • •• • • • 1 5-1/2 Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 30.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 15.00 Speed: 175 mph Pf: NA Ce: NA VERT(LL): NA E 184 / 70 / 137 / - 141 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA D 66 132 / 32 / - / - / - BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.000 D Wind reactions based on MWFRS EXP: C HORZ L 0.000 D E Min Br Width Re 1.5 Des Ld: 55.00 � )� 9 q Mean Height: 15.00 ft NCBCLL: 10.00 9 Code / Misc Criteria Creep Factor: 1.5 D Min Brg Width Req = - TCDL. 5.0 psf Bearing E is a rigid surface. Soffit: 2.00 BCDL: 5.0 sf Bldg Code: FBC 2014-HVH IBFa�TC CSI: 0.129 9 9 p Load Duration: 1.33 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2007 Max BC CSI: 0.037 Bearing E requires a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0,041 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: Any FT/RT:20(0)/10(0) Mfg Specified Camber: Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): Wind Duration: 1.33 WAVE VIEW Ver: 17.02.01A.1114.21 A - B 19 0 B - C 13 -33 Lumber Value Set: 136 (Effective 6/1/2013) Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N B - D 2 -4 Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Maximum Web Forces Per Ply (Ibs) Lumber value set "13B" uses design values 9 Webs Tens.Comp. Webs Tens. Comp. approved 1/30/2013 byALSC A-E 1 0 C-D 97 -49 Wind Wind loads based on MWFRS with additional C&C member design. I "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require.exteme care in fabricating hendl1'n shipping, installing and bla r•0 R f� ip ancf fo low the latest edition r?r Rr,S; rguifding 'SBCA] " Component Safety Information, by TPI an fog safety practices prior to performing these functions. Installers shall provide temporary --a-�^�'^--- bracing er BCSI. Unless noted othe wise,top chord shall have properly attached structural sheathin and bottom chord shall have a pro erly p- Locations for lateral have bracing ins BCSI B3, 87 10,as g attached rigid ceiling. shown permanent restraint of webs shall ailed per sections or applicable. Apply laces to each face of truss and position as shown above and on the Join Details, unless noted otherwise. fiefer to->' drawings 160A-Z for s andard plate positions. Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/ 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing indicates acceptance of pr6fesstonai engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes oaee and these web sites: ALPINE: www.al ineitw.com: TPI www.toinst.or SBCA: www. sbcindust .com; ICC: www. iccsafe.or Job Number: 16630e I Ply: 1 SEQN: 314163 / T9 / MONO KRAUSE RESIDENCE Qty: 2 FROM: ML DRW: Truss Label: J26 Wgt: 12.6 Ibs .. / ... 08/21/2018 Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL. 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " 3-1T6° =2X4� 3-15 16" 12 4 C 1-I1 f2" SEAT PLATE REQ. 2'5-15/16" 1 + 2'S-15/16" Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Speed: 175 mph I Pf: NA Ce: NA VERT(LL): NA Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA Risk Category: II Snow Duration: NA HORZ(LL): 0.001 D EXP: C HORZ(TL): 0.002 D Code / Misc Criteria Mean Height: 15.00 ft Creep Factor: 1.5 TCDL: 5.0 psf BCDL: 5.0 psf Bldg Code: FBC 2014-HVH RraSTC CSI: 0.166 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2007 Max BC CSI: 0.100 C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.000 Loc. from endwall: Anl FT/RT:20(0)/10(0) Mfg Specified Camber: GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.01A.1114.21 Wind Duration: 1.33 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N :Lt Level Return 2x4 SP #3: Lumber value set "136" uses design values approved 1/30/2013 byALSC Wind Wind loads based on MWFRS with additional C&C member design. TT CD 11-15/16" LO •••• • • .. .fin .. • •••• •••• • • .... .... ..... ...... . ... ..... . . . . % ...... .... ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W E 236 / 95 / 167 / 21 / 58 / 5.2 D 43 /10 /34 /22 /15 /1.5 C 70 / 31 / 32 / 43 / 40 / 1.5 Wind reactions based on MWFRS E Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 19 0 B-C 106 -68 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - D 22 - 36 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 1 0 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! `*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS as require -extreme care in fabricating, handlin -shipping, instclling,and tracing. Refer to and fcl!ovv tha latest edition of BOSI (Building )nent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary e-�^---• 3 per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly °d rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or B10, r=. — licab-le. Apply plates to each face. of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to =•„ gs 160A-Z for standard plate positions. p a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the 1 conformance with ANSI TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, this drawing indicates acceptance of protessionaf engineering responsibility solely for the design shown. The suitability se of thisrawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 1 SEQN: 313675 / T19 / JACK KRAUSE RESIDENCE Qty. 5 FROM: ML DRW: Truss Label: J3 I Wgt: 15.4 Ibs / ... 08/21/2018 3-15 16" 2X4( 3-15 16" Loading Criteria (psf) Wind Criteria TCLL. 30.00 Wind Std: ASCE 7-10 TCDL: 15.00 Speed: 175 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 55.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 2.00 BCDL: 5.0 psf Load Duration: 1.33 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N :Lt Level Return 2x4 SP #3: Lumber value set " 13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C C member design. 12 C A , 1-I f2" SEAT PLATE REQ. 3' 2' 3' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.002 D HORZ( L): 0.003 D Code / Misc Criteria Creep Factor: 1.5 Bldg Code: FBC 2014-HVH Ra8TC CSI: 0.460 TPI Std: 2007 Max BC CSI: 0.129 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Mfg Specified Camber: Plate Type(s): I T (M ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 385 / 172 / 300 / - / 80 / 8.0 D 46 /16 /51 /- /- /1.5 C 84 /43 /28 J- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Reg = 1.5 D Min Brg Width Reg = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver: 17.02.01A.1114.21 Chords Tens.Comp. Chords Tens. Comp. A -B 49 0 B -C 27 -53 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B -D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 1 0 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme ca,e in fabricating, handling, shipping, instal!ing:and bracinq. Refer to and follow the 1-',o3t edition of BCSI (Building Component Safety Information, by TPI and SBCA) for satety practices prior to penorming these functions. Installers shall provide temporarybracingper BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly. attachd rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face of truss and position as shown above and on the Join?Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. p Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page. listing this drawing indicates acceptance of pro essionar engineering responsibility solely for the design shown. The suitability and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 1 SEQN: 314168 / T4 / MONO KRAUSE RESIDENCE Qty: 1 FROM: MILDRW: Truss Label: J310 Wgt: 18.2 Ibs .. / ... 08/21/2018 Loading Criteria (psf) TC LL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " 12 3.73 2X4(A1)B 3-1516"=2X4(R) A 4-3„ Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Lumber value set "133" uses design values approved 1/30/2013 by ALSC Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size hift Bite [101 W2X4 S 2.25 Wind Wind loads based on MWFRS with additional 4C member design. SEAT PLATE REQ. ••••.• 3'10-13/16" •••••• 3'10-13/16" I .. . 1 3'10-13/16" •••••• Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.004 D HORZ(TL): 0.009 D Code / Misc Criteria Creep Factor: 1.5 - Bldg Code: FBC 2014-HVH RrBSTC CSI: 0.278 TPI Std: 2007 Max BC CSI: 0.222 Rep Factors Used: Yes Max Web CSI: 0,126 FT/RT:20(0)/10(0) Mfg Specified Camber: Plate Type(s): WAVE VIEW Ver: 17.02.01A.1114.21 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W E 294 / 107 / 198 / - / 73 / 8.0 D 201 /89 /122 /- /- Wind reactions based on MWFRS E Min Brg Width Reg = 1.5 D Min Brg Width Reg = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 18 0 B-C 24 -60 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B -D 19 -21 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-E 1 0 C-D 178 -143 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trussos require extreme care in fabricating, handling, shipping, installing and bra^:'a. Rafar to and `cCow tho latest edition of SCSI (Building Component Satety Information, by (PI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI., Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. (tefer to drawings 16OA-Z for standard plate positions. Alpine, a division of ITW Build inq_c�Components G up Inc., shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling{ shipping, installation and bracing of trusses. A seal on this drawing or cover page. listing this drawing indicates acceptance of pro essionar engineerinc] responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. IGLLiri A Job Number: 16630e Ply 1 SEQN: 313681 / T40 / JACK KRAUSE RESIDENCE Qty: 1 FROM: ML DRW: Truss Label: J3A I I Wgt: 11.2 Ibs I .. / ... 08/21/2018 Loading Criteria (psf) TC LL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " 3-15/16" Wind Criteria Wind Std: ASCE 7-1P Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: no in 4.50 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N I I Lumber value set "13B" uses design values approved 1/30/2013 byALSC Wind II Wind loads based on MWFRS with additional AC member design. 12 4 v B 2X4( SEAT PLATE REQ. 3' 3' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.002 C HORZ(TL): 0.005 C Code / Misc Criteria Creep Factor: 1.5 Bldg Code: FBC 2014-HVH RMTC CSI: 0.173 TPI Std: 2007 Max BC CSI: 0.124 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/l0(0) Mfg Specified Camber: Plate Type(s): WAVE VIEW Ver: 17.02.01A.1114.21 %sJ .. • • • • • • • • ••••• ••••• ••••• •••••• • ••• ••••• •• •• •• • •••••• . . . . ...... ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 176 /55 /108 /- /51 /8.0 C 55 /15 /48 /- /- /1.5 B 113 /57 /54 /- /- /1.5 Wind reactions based on MWFRS A Min Brg Width Req = 1.5 C Min Brg Width Req = - B Min Brg Width Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 36 - 56 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 0 0 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ;es require ext,eme care in fabrcatin. , handling, shipping, installing and bracinq Refer to and follo:v the latest edition of BCSI (Building oonert Safety Information, by l PI and SBCA) for safety practices prior to performing tnese functions. Installers shall provide temporary n per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly h2d rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3. B7 or 910, iplicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to ngs 160A-Z for standard plate positions. e, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the in conformance with ANSIq Pl 1, or for hantl, inq, shipping, installation and bracing of. trusses. A seal on this drawing or cover page, g this drawing indicates acceptance of Ipro-fessionar engineering responsibility solely for the design shown. The suttabilrty use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. - ...tee-...._...., n Job Number: 16630e Ply: 1 SEQN: 313843 / T66 / EJAC KRAUSE RESIDENCE Qty: 6 FROM: ML DRW Truss Label: J498 Wgt: 21.0 Ibs / ... 08/21/2018 C 12 T 4 p It 00 T 1 2X4(A1)B .r.. ...... 3-151:16" ••• • • •• •••••• ��=2X4(R)IA ••.�•• • • .... • .. .••••• 3-15 t6" • • • • •••• • 1-1'2" ••••• • .. .. .. . ...... SEAT PLATE REQ. •••••• • . . . . •• .••..• 4'9-1/2" 0001 0 00 0...... 2' 4'9-1/2" 1•• • Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 30.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CATNA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W B 465 / 172 / 344 / - / 87 / 8.0 TCDL: 15.00 Speed: 175 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA D 85 / 10 / 72 / - I - / 1.5 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 D C 170 / 48 / 73 / - / - / 1.5 Des Ld: 55.00 C HORZ(TL): 0.011 D Wind reactions based on MWFRS Code / Misc Criteria NCBCLL: 00 Mea Mean Height: 15.00 ft Creep Factor: 1.5 B Min Brg Width Reg = 1.5 2. Soffit: 2.00 TCDL: 5.0 psf BCDL: 5.0 Bldg Code: FBC 2014-HVH f@laS TC CSI: 0.508 = D Min Br Width Re - g Load Duration: 1.33 psf MWFRS Parallel Dist: h to 2h TPI Std: 2007 Max BC CSI: 0.247 C Min Brg Width Reg = g Bearing B a rigid Spacing: 24.0 " P 9 C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.000 r seat p Bearing B requires a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Mfg Specified Camber: GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.33 WAVE VIEW Ver: 17.02 01A 1114 21 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 49 0 B-C 54 -92 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Maximum Bot Chord Forces Per Ply (Ibs) Bot chord 2x4 SP #2 N Chords Tens.Comp. :Lt Level Return 2x4 SP #3: Lumber value set "l313" uses design values B - D 0 0 approved 1/30/2013 by ALSC I Maximum Web Forces Per Ply (Ibs) Wind Webs Tens.Comp. Wind loads based on MWFRS with additional 4C member design. A - E 1 0 —WARNING" READ,D FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"" FURNISH THIS Df7AWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, hand6n shipping, installing?rtd brarinn Rprer to and rollow the latest editinnei SCSI (Building - Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachod rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or tt10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to =>> drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this rawing or cover page for design The listing this drawing indicates acceptance of pro-fesslonar engineering engineeriresponsibility solely the shown. suitability and use of this rawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sac. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com: TPI: www.toinst.or : SBCA: www.sbcindust .com: ICC: www.iccsafe.or Job Number: 16630e I Ply: 1 I SEQN: 313841 / T32 / EJAC KRAUSE RESIDENCE Qty: 3 FROM: ML DRW Truss Label: J498A WC 35.0 Ibs / .. 08/21/2018 Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " 56-3/8" 5'8 1/2" 5'4-1 /8" r i r. Y • • HB 0-3/8" • • • • •••••• .• •••••• •••••• • • • • • . • 4'10-7/8" 2 & % " -7 8" • • • _ _ I 13/ " 5'4-5/8" '8-{/2" Wind Criteria Wind Std: ASCE 7-16 Speed: 175 mph I Enclosure: Closed Risk Category: II EXP:C Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any; GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Lumber value set "1313" uses design values approved 1/30/2013 byALSC Wind Wind loads based on MWFRS with additional C&C member design. = 2X4(") SEAT PLATE REQ. Y • •••• 10 • •• •••• N • 0000 1 •••• .. • ••• •• • •••••• • •• • • • • • • Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.000 B 999 240 E 452 / 151 / 300 / - / 119 / 8.0 Lu: NA Cs: NA VERT(TL): 0.001 B 999 180 D 121 / 28 / 98 / - I - / 1.5 Snow Duration: NA HORZ(LL): -0.004 C - - C 214 / 117 / 91 / - / - / 1.5 HORZ(TL): 0.005 B Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 1.5 E Min Brg Width Reg = 8.0 Bldg Code: FBC 2014-HVH R UTC CS: 0.930 D Min Brg Width Req = - TPI Std: 2007 Max BC CSI: 0.357 C Min Brg Width Req = - Bearing E a rigid surface. Rep Factors Used: Yes Max Web CSI: 0.355 Bearing E requires a seat plate. FT/RT:20(0)/10(0) Mfg Specified Camber: Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver: 17.02.01A.1114.21 Chords Tens.Comp. Chords Tens. Camp. A-B 414 -238 B-C 46 -149 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. E - D 237 - 696 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - F 265 - 455 E - F 623 - 398 B - F 646 - 425 D - C 4 - 20 B-D 670 -217 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require?xtreme care in fabricating, hand in shipping; instaRfiy.an,tbracing Refer to and fnllow!lie Iatest.edi6on,of BCSi Buildfig Component S fety Information, by TPI andd SB( .for safety practices prior to performing these functions. Installers shall provide temporary bracin per BSI., Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attach�d rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910, - r as applicable. Apply plates to each face, of truss and position as shown above and on the Joinf Details, unless noted otherwise. kefer to ` p :_.................... ..........._.,, drawings 160A-Z for standard plate positions. ° Alpine, a division of ITW Buildinq Components Group Inc., shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with. ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability and use of this drawing, for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 1 I SEQN: 313833 / T24 / EJAC KRAUSE RESIDENCE Qty: 6 FROM: ML DRW: Truss Label: J498B Wgt: 30.8 Ibs / 08/20/2018 Loading Criteria (psf) TC L L: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " 66-3/8" 1/21, rr FE SEAT PLATE REQ. 4" 50-5/8" J_8718„ r4" 5'4-5/8" -1 /2" Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 byALSC Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [ 51 W2X4 S 2.50 Wind Wind loads based on MWFRS with additional C&C member design. HB 0-3/8" T .... Co • • • • •• •••• ••••• • • ••• ••••• • Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl V# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): -0.012 A 174 240 F 329 / 98 / 205 / - / 98 / 8.0 Lu: NA Cs: NA VERT(TL): -0.029 A 76 180 D 116 / 18 / 95 / - / - / 1-.5 Snow Duration: NA HORZ(LL): -0.003 A - - C 244 / 132 / 106 / - / - 11.5 HORZ(TL): -0.008 A Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 1.5 F Min Brg Width Req = 1.5 Bldg Code: FBC 2014-HVH RIASTC CSI: 0.705 D Min Brg Width Req = - TPI Std: 2007 Max BC CSI: 0.345 C Min Brg Width Req = - Rep Factors Used: Yes Max Web CSI: 0.274 Bearing F is a rigid surface. Bearing F requires a seat plate. FT/RT:20(0)/10(0) Mfg Specified Camber: Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) WAVE VIEW Ver: 17.02.01A.1114.21 Chords Tens.Comp. Chords Tens. Comp. A-B 5 0 B-C 51 -115 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. F-E 0 0 E -D 96 -244 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B -E 221 -271 D-C 1 -8 B - D 225 - 69 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme -care in fabricating, handling, shipoing, installingand bracing. Rcfer to and follow the latest edition of BCSI.(Building Component Safety Information, by TPI and SBCA) for saffety practices prior to performing these functions. Installers shall provide temporary -- �^�-- bracin per BCS!. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly = 3 attach�d ngid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face, of truss and position as shown above and on the JoinfDetails, unless noted otherwise. kefer to - -=-p drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing indicates acceptance of pro essionar engineerinq responsibility solely for the design shown. The suitability and use of this giawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 1 SEQN: 313673 / T18 / JACK KRAUSE RESIDENCE Qty: 4 FROM: ML DRW: Truss Label: J5 Wgt: 21.0 Ibs .. / ... 08/21/2018 3-15 161, 2X4(R) A 3-15 16" I 2' Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-10 TCDL: 15.00 Speed: 175 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 55.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 2.00 BCDL: 5.0 psf Load Duration: 1.33 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N :Lt Level Return 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 2X4 (A 1) B 1-42" SEAT PLATE REQ. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.006 D HORZ(TL): 0.013 D Code / Misc Criteria Creep Factor: 1.5 Bldg Code: FBC 2014-HVH IRMSTC CSI: 0.508 TPI Sid: 2007 Max BC CSI: 0.267 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Mfg Specified Camber: Plate Type(s): WAVE VIEW Ver: 17.02.01A.1114.21 C T- • • � ...... .ram •r•� • • ... ..... LI • • •••••• • • • ••••• • • • • • •• •• •• •••••• . • . . ••• • • 0000 •• • •. . • • • •• • ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 541 / 221 / 377 / 113 / 202 / 8.0 D 88 114 / 73 / 78 / 62 / 1.5 C 115 /68 /71 /191/175 /1.5 Wind reactions based on MWFRS B Min Brg Width Reg = 1.5 D Min Brg Width Req = - C Min Brg Width Reg = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 49 0 B- C 253 - 267 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B -D 78 -77 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 1 0 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS JI Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edrtinn of RCSi-(Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracin per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attach otl rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610, as applicab-le. Apply plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. f'2efer to e drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing indicates acceptance of pro esstonaf engineering responsibility solely for the design shown. The suitability and use of this yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. rnr mnre information see this iob's neneral notes pane and these web sitesALPINE wwwaloineitw. comp TPI' wwwtoinst orn SRrA, www shcindustry com ICC www iccsafe nro Job Number: 16630e Ply 1 SEQN: 313671 / T16 / JACK KRAUSE RESIDENCE Qty: 4 FROM: ML DRW: Truss Label: J7 I Wgt: 29.4 Ibs .. / ... 08/21/2018 3-15 Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " 2X4 3-1-L f -- 2' SEAT PLATE REQ. Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 Bot chord 2x4 SP #2 N :Lt Level Return 2x4 SP #3: Lumber value set " 136" uses design values approved 1/30/2013 byALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes The maximum horizontal reaction is 622# I� Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.019 D HORZ(TL): 0.041 D Code / Misc Criteria Creep Factor: 1.5 Bldg Code: FBC 2014-HVHZ RraaSTC CSI: 0.733 TPI Std: 2007 Max BC CSI: 0.538 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Mfg Specified Camber: Plate Type(s): WAVE VIEW Ver: 17.02.01A.1114.21 C ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 791 / 326 / 533 / 447 / 318 / 8.0 D 125 /21 /101 /175/105 /1.5 C 61 / 82 / 52 / 622 / 354 / 1.5 Wind reactions based on MWFRS B Min Brg Width Reg = 1.5 D Min Brg Width Req = - C Min Brg Width Reg = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- B 49 0 B- C 502 - 752 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B -D 175 -123 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. A-E 1 0 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ;es require extreme care in fabricating, handlin shipping, inst3li!nq snd brocinc. Refer to and follow the latest edition of BCSI (Building conent Safety information, by TPI an tl SBCA) for safety practices prior to performing these functions. Installers shall provide temporary ^«^----� no per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly �.r h d ri id ceilin . Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910, gg g p g �plicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise refer to ngs 160A-Z for standard plate positions. e, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, g this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability use of, this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e KRAUSE RESIDENCE Truss Label: J9 3-1T5' — SEAT PLATE REQ. Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL. 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " 2' Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration. 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: Lumber value set " 13B" uses design values approved 1/30/2013 byALSC Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [11] W4X4 S 2.75 Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Ply: 1 SEQN: 313669 / T21 / EJAC Qty: 4 FROM: ML DRW: Wgt:43.4lbs / ... 51101, 9' 5' 10.1 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2014- TPI Std: 2007 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 9' 9' 9' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0,030 E 999 240 VERT(TL): 0.095 E 999 180 HORZ(LL): 0.012 E - - HORZ(TL): 0.036 E Creep Factor: 1.5 R ESTC CSI: 0.741 Max BC CSI: 0.702 Max Web CSI: 0.314 Mfg Specified Camber: VIEW Ver: 17.02.01A.1114.21 •T • T • ••v :I 08/21 /2018 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 684 / 247 / 477 / - / 184 / 8.0 E 477 /211 /302 /- /- /- Wind reactions based on MWFRS B Min Brg Width Reg = 1.5 E Min Brg Width Reg = - Bearing B is a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 49 0 C -D 11 -85 B - C 234 - 623 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - E 536 - 373 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A -F 1 0 D-E 140 -74 C-E 431 -612 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS .Trusses require�extreme care in fabricating, handlin shipping. installing and bracinr, Refer to and follow the latest ad;t;or. of BCSI (Building.. Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl ngid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610, d =r= . as applicable. Apply Oates to each face of truss and position as shown above and on the JoinCDetails, unless noted otherwise. kefer to .' ` drawings 160A-Z for s Oates plate positions. " Alpine, a division of ITW Buildingg Components Group Inc., shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping. Installation and bracing of trusses. A seal on this rawing or cover page, listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Pnr mnre information see this iob's neneral notes naoe and these web sites. ALPINE. www.alDineitw.com: TPI. www.toinst.ore: SBCA. www.sbcindustrv.com: ICC: www.iccsafe.oro Job Number: 16630e Ply: 1 SEQN: 313790 / T34 / VAL KRAUSE RESIDENCE Qty: 4 FROM: ML DRW: Truss Label: MV2 Wgt: 8.4 Ibs / . 08/21/2018 12 4 v �2X4(D8R) • • •••• ••••;• A ••• .. . . .• .. 00 • .... .... . . CD .... .... ..... .. .. .. . ...... 21 ...... • . .....• • • 2' • • • 2' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF TCLL: 30.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udef! U# Loc R / U / Rw / Rh / RL / W D' 111 / 21 / 53 /- / 8 / 24.0 TCDL: 15.00 Speed: 175 mph Pf: NA Ce: NA VERT(LL): 0.001 C 999 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.003 C 999 180 Wind reactions based on MWFRS BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.000 C - - D Min Brg Width Reg = - Des Lc: 55 C HORZ(fL): 0.001 C Bearing A is a rigid surface. Code / Misc Criteria .00 NCBCLL: 10.00 Mean Height: 15.00 ft Mea Creep Factor: 1.5 Soffit: 2.00 TCDL: 5.0 psf Bldg Code: FBC 2014-HVH WIaS TC CSI: 0.034 Maximum Top Chord Forces Per Ply (Ibs) Load Duration: 1.33 BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 TPI Std: 2007 Max BC CSI: 0.070 Chords Tens.Comp. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.000 A - B 0 - 7 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Mfg Specified Camber: GCpi: 0.18 Plate Type(s): Maximum Bot Chord Forces Per Ply (Ibs) Wind Duration: 1 33 WAVE VIEW Ver: 17.02.01A.1114.21 Chords Tens.Comp. Lumber A-C 37 -2 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trussesrequire extreme care in fabricating, handlin ;hipping, instal'ing,and b acing. Refei to and follow the !atest edition of BCSI (Building Safety Information, by TPI an SBCA) fo'r safety to these functions. Installers shall temporary. --o-•�^�--- Component practices prior performing provide bracingper BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly Locations for lateral of webs shall have bracing installed BCSI sections B3, B7 or B10, attached rigid ceiiinq shown permanent restraint per as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. kefer to - drawings 160A-Z for standard plate positions. o Alpine, a division of ITW Buildingg Components Group Inc.. shall not be responsible for any deviation from this drawing any failure to build the ANSI/TPI 1, for handling, installation and bracing trusses. A this drawing truss in conformance with or shipping, of seal on or cover page, listing drawing indicates acceptance of engineering responsibility solely for the design shown. The suitability this pro-fessionar and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 1 SEQN: 313792 / T42 / VAL KRAUSE RESIDENCE Qty: 3 FROM: ML DRW: Truss Label: MV4 Wgt: 15.4 Ibs .. / 08121/2018 Loading Criteria (psf) TCLL. 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP:C Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set " 13B" uses design values approved 1/30/2013 by ALSC Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [ 71 W2X4 S 2.50 Wind Wind loads based on MWFRS with additional C&C member design. 12 4 F_ R H 4' 4' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.004 C HORZ(TL): 0.009 C Code / Misc Criteria Creep Factor: 1.5 Bldg Code: FBC 2014-HVH R88TC CSI: 0.359 TPI Std: 2007 Max BC CSI: 0,365 Rep Factors Used: Yes Max Web CSI: 0.158 FT/RT:20(0)/10(0) Mfg Specified Camber Plate Type(s): WAVE VIEW Ver: 17.02.01A.1114.21 • • •••• •••••• • •••• ••••• • • • • • •••• •••• ••••• 0 •••••• • ••• ••••• •• •• •• • •••••• • 0 • • • • •••••• 00.o • • • • • •• • •• • • • • • •• • ♦ Maximum Reactions (Ibs), or'=PLF Loc R I /Rw /Rh /RL /W D' 111 /32 /62 /- /13 /48.0 Wind reactions based on MWFRS D Min Brg Width Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 23 - 66 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp, A-C 152 -4 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - C 247 -137 a "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS T;uses require extreme care in fabricating, handlin siuoping, inst0ing and bracing Referto and follow the ;atest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCS!.. Unless noted otherwise,top chord shall have properly attached structural sheathingp and bottom chord shall have a properly g attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing insTalled per BCSI sections B3, B7 or 810, - • i as applicab-le. Apply pates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. fiefer to ->o drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the den shown. The suitability and use of this gnawing for any structure is the responsibility of the Building Designer per ANSI/TPI 11119.2. . Job Number: 16630e Ply: 1 1SEQN: 313794 / T43 / VAL KRAUSE RESIDENCE Qty: 3 1 FROM: ML DRW: Truss Label: MV6 Wgt: 19.6 Ibs .. / ... 08/21/2018 Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " 17 M 0 2X4(D8R) 1112X4[7] A 6' 6' Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Speed: 175 mph Pf: NA Ce: NA VERT(LL): NA Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA Risk Category: II Snow Duration: NA HORZ(LL): 0.015 C EXP: C HORZ(TL): 0.034 C Code / Misc Criteria Mean Height: 15.00 ft Creep Factor, 1.5 BCDL: 5.0 psf BCDL: 5.0 psf Bldg Code: FBC 2014-HVH R ESTC CSI: 0.866 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2007 Max BC CSI: 0.682 C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.382 Loc. from endwall: Any FT/RT:20(0)/10(0) Mfg Specified Camber: GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.01A.1114.21 Wind Duration: 1.33 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set " 13B" uses design values approved 1/30/2013 by ALSC Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [ 71 W2X4 S 2.75 Wind Wind loads based on MWFRS with additional C&C member design. ♦ Maximum Reactions (Ibs), or'=PLF Loc R / U / Rw / Rh / RL / W D` 111 /36 /65 /- /14 /72.0 Wind reactions based on MWFRS D Min Brg Width Reg = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 25 -107 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 207 -5 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B-C 383 -219 "WARNING`" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin ishpping; installing and bracinn Refer to and follow the latest edition of BOSL(Building = Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary —a�^--- bracing per BCSI., Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly g attached ri.gid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, : as applicable. Apply plates to each face of truss and position as shown above and on the Joint- Details, unless noted otherwise. f7efer to �y> drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this rawmg or cover pate, listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e I Ply: 1 I SEQN: 313796 / T44 / VAL KRAUSE RESIDENCE Qty: 2 FROM: ML DRW: Truss Label: MV8 Wgt: 28.0 Ibs / .. 08/21/2018 Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-10 TCDL: 15.00 Speed: 175 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Lc: 55.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 2.00 BCDL: 5.0 psf Load Duration: 1.33 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "136" uses design values approved 1/30/2013 byALSC Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [ 91 W2X4 S 2.50 Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. 310-1/4" 8' 310-1/4" 41-3/4" OF 8' 3'10-1/4" 4'1-3/4" • • • • • • • • • •• • •• • • Tl 0-1/4" g • • • • Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or.=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.008 E 999 240 F• 111 / 38 / 66 /- / 15 / 96.0 Lu: NA Cs: NA VERT(TL): 0.019 E 999 180 Wind reactions based on MWFRS Snow Duration: NA HORZ(LL): -0.002 C - - F Min Brg Width Req = - HORZ(TL): -0.003 C Bearing A is a rigid surface. Code / Misc Criteria Creep Factor: 1.5 Bldg Code: FBC 2014-HVH R92TC CSI: 0.527 Maximum Top Chord Forces Per Ply (Ibs) TPI Std: 2007 Max BC CSI: 0.192 Chords Tens.Comp. Chords Tens. Comp. Rep Factors Used: Yes Max Web CSI: 0.263 A - B 32 - 255 B - C 41 - 113 FT/RT:20(0)/10(0) Mfg Specified Camber: Plate Type(s): Maximum Bot Chord Forces Per Ply (Ibs) WAVE VIEW Ver: 17.02.01A.1114.21 Chords Tens.Comp. Chords Tens. Comp. A-E 273 -11 E -D 294 -15 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - E 552 - 414 C - D 296 -156 *WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! '*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin .,shi ping, Installing a,,d bragrg. Referto and 'o!!ov: the latest ed;t,on of L'CSI (Building component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 67 or 910, as applicable. Apply Oates to each face otptruss and position as shown above and on the Join Details, unless noted otherwise, kefer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI9 PI 1, or for handling, shipping, installation and bracing of trusses. A seal on this rirawmg or cover pa e, listing this drawing, indicates acceptance of protessionaf engineering responsibility solely for the design shown. The suitability and use of this r7�awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. —Ea;L ' n Job Number: 16630e Ply: 1 SEQN: 313705 / T27 / COMN KRAUSE RESIDENCE Qty: 8 FROM: ML DRW: Truss Label: T1 I Wgt: 151 2 Ibs .. / ... 08/21/2018 -' 6'6-9h6 11'2-11/16:' 16'3" 212-'15/16" 2di1-7/15" 32'ti 6'6-9/16" 4'8-1/8" 5'0-5/16" 4'11.15/16" 4'8-1/2" Oa5X6 4 p 03X4 �5X6E •••• C T1 • • • • D W4 • • • •••• b 2X4B W F02X4 • • • • • • • m n W3 •••• •••• ••••f• •••• • • II• G=-3X8(A1) m3X8(A1)A ••••�i �i i�- H m2X,(R) • L K J 82 1 •••• ice•••• m3X4 mH0308 m3X8 m3X4 1-j2" • • •••••• • •• ••••• SEAT PLATE REQ. • • • • SEA*PLATE REQ. • • • • • • • Loading Criteria (psf) TCLL: 30.00 TCDL: 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " 32'6" • • • • • •••••• 6' B..1'9" 8'3-1/8" 7'11-7/8" 0-0 • • 7'11-7/8" 14'6" 16'3'� 24'6-1/8" + • •3216" •�^ 2 • • • • • • Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.04 ft TCDL: 5.0 psf BCDL 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.25 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T1 2x4 SP SS: Bot chord 2x4 SP #1 :B2 2x4 SP SS: Webs 2x4 SP #3 :W3, W4 2x4 SP #3. :Rt Level Return 2x4 SP #3: Lumber value set "1313" uses design values approved 1/30/2013 byALSC Wind Wind loads based on MWFRS with additional C&C member design. Pf: NA Ce: NA VERT(LL): 0.301 J 999 240 Lu: NA Cs: NA VERT(TL): 0.682 J 566 180 Snow Duration: NA HORZ(LL): 0.088 1 - HORZ(TL): 0.199 1 Code / Misc Criteria Creep Factor: 1.5 Bldg Code: FBC 2014-HVH WSTC CSI: 0.887 TPI Std: 2007 Max BC CSI: 0.734 Rep Factors Used: Yes Max Web CSI: 0.742 FT/RT:20(0)/10(0) Mfg Specified Camber: Plate Type(s): WAVE, HS VIEW Ver: 17.02.01A.1114.21 A 1809 / 367 / 994 / - / 257 / 8.0 G 1975 /441 /1143/- /- /8.0 Wind reactions based on MWFRS A Min Brg Width Reg = 2.1 G Min Brg Width Reg = 2.3 Bearings A & G are a rigid surface. Bearings A & G require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A - B 2065 - 4541 E - F 1934 - 4199 B - C 2001 - 4244 F - G 1985 - 4490 C- D 1439 - 2919 G- H 49 0 D - E 1420 - 2919 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp A - L 4232 -1834 J - 1 3466 -1454 L - K 3481 -1437 I - G 4178 -1777 K - J 3481 - 1437 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - L 296 - 486 J - E 498 - 952 L - C 739 - 357 E - 1 699 - 286 C - J 512 - 971 1 - F 247 - 464 D- J 1326 - 603 M- H 1 0 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS >es require extreme care in fabiicatinq, handlin sh'pping, insta!!ing,and 'bracing Refer to ar:d foiluw the latest edition of BCSi (Building bonent Safety Information, by TPI and SBCA) fo'r safely practices prior to performing these functions. Installers shall provide temporary ng per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly 'led arigid c ding Locations shown for permanent lateral restraint of webs shall have bracing insalled per BCSI sections B3, B7 or B10, p b� ppiy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to ngs 160A-Z for standard plate positions. e, a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing any failure to build the in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page g this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability use of this yawing for any structure is the responsibility of the Suilding Designer per ANSI/TPI 1 Sec.2. A Job Number: 16630e Ply: 1 SEQN: 313711 / T56 / COMN KRAUSE RESIDENCE Qty: 2 FROM: ML DRW: Truss Label: T1A Wgt: 152.6 Ibs / .. 08/21/2018 /16" 16'3"2511-7/16" 32'6" 6'6-9/16" 4'8-1/8" 5'0-5/161, 4'11-15/16" 4'8-1/2" 16" ��5X6 T q p Co3X4 ""5X6E •••• T1 W4 • • � •r• •••• •••f•• ,n B W to F •• • • •• • � m � W3 • • • • • • • • Y • • • • • •v " A • • • • 4X6((A2 • =4X8(A2) -000 H 1112X�('Z(R; • • M L K B2 1 •••• • 1406• =3X4 =H0308 w3X8 3X4 1-v • • •••••• • • • ••••• • • r • • • • • • SEAT PLATE REQ. nT7 6 l! REQ. 004000 29'4-15/16" • • • • • 7'11-7/8" 6'6-1/8" 1'9" i 8'3-1/8" _� • �'11-718" • 0 2,� r 7'11-7/8" 14'6" 16'3' 24'6-1/8" • • • • 2Q'6" • • • • • • •• • •• • • • • • • of • Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF TCLL, 30.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 15.00 Speed: 175 mph Pf: NA Ce: NA VERT(LL): 0.291 K 999 240 A 1780 / 364 / 978 / - / 256 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.667 K 526 180 0* 124 / 25 / 79 / - / - / 31.6 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.087 J - H 1681 / 408 / 955 / - / - / 5.5 C HORZ(TL): 0.199 J Des Ld: 55 Wind reactions based on MWFRS .00 Mea Mean Height: 15.04 It Code / Misc Criteria Creep Factor: 1.5 NCBCLL: 10.00 P A Min Brg Width Req = 2.1 TCDL:5.0 sf P BldgCode: FBC 2014-HVH IESTC CSI: 0.881 Soffit: 2.00 0 Min Brg Width Req = - BCDL:5.0 sf P Load Duration: 1.33 MWFRS Parallel Dist: h to 2h TPI Sid: 2007 Max BC CSI: 0.778 H Min Brg Width Req = 2.0 Bearings A. 0, & G are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.25 ft Rep Factors Used: Yes Max Web CSI: 0.743 Bearings A, 0, & G require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)110(0) Mfg Specified Camber: GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.33 WAVE, HS VIEW Ver: 17.02.01A.1114.21 Chords Tens.Comp. Chords Tens. Comp. Lumber A - B 2028 - 4450 E - F 1788 - 3845 Value Set: 13B (Effective 6/1/2013) B - C 1963 -4153 F - G 1833 -4121 Top chord 2x4 SP #2 N :T1 2x4 SP SS: C - D 1404 -2834 G - H 49 0 Bot chord 2x4 SP #1 :B2 2x4 SP SS: D - E 1389 -2836 H - 1 45 -10 Webs 2x4 SP #3 :W3, W4 2x4 SP #3: :Rt Level Return 2x4 SP #3: Maximum Chord Forces Per Ply (Ibs) Lumber value set "l3B" uses design values Comp. Chords Tens. Comp. Chords Tens.Comp. approved 1/30/2013 byALSC A - M 4147 -1799 K - J 3286 -1380 Plating Notes M - L 3398 -1403 J - G 7631 -3256 All plates are 2X4 except as noted. L - K 3398 -1403 (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning Maximum Web Forces Per Ply (Ibs) requirements. Webs Tens.Comp. Webs Tens. Comp. Wind B - M 297 -488 E - J 466 - 196 Wind loads based on MWFRS with additional C&C M - C 733 -354 J - F 241 -407 member design. C - K 511 -968 N - H 4 -2 D - K 1277 - 583 N - 1 11 - 7 K -E 447 - 827 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care -in fabricating, handfin -shipping, instal li,ig,?nd bracing Refer to -md :r,i4 w the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fog safety practices prior to performing these functions. Installers shall provide temporary ---�'^-� bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly_ � ... attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, _ as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to „e drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this yawing for any structure is the responsibility of the uilding Designer per ANSI/TPI 1 SeC.2. For more information see this job's general notes page and these web sites: ALPINEwww.aloineitw.com: TPI: WWW.tDinsLOf : SBCA. www.sbcindust .com: ICC: w Jccsafe.oro Job Number: 16630e Ply: 1 1 SEQN: 313721 / T30 / COMN KRAUSE RESIDENCE Qty: 4 FROM: ML DRW: Truss Label: T16 I Wgt: 151.2 Ibs .. / ... 08/21/2018 6'6-9/16" i'I'2-11/16" 16'3` 212-'S/16" 25'i1-7/16" 32f' i 4'8-1/8" + 5'0 5/16" + 4'11-+5(16" �i 4'8 0=5x6 B SEAT PLATE REQ. 711-7/8" 28'3" 6'6-1/8" 1'9" 6'3-1/8" •••• SEAT PLATE REQ. Sr•4T PLATEf2EQ. 4,3" —�-a�• • • • • • • 7'1 -7/8" • • • • •••� 1 •• • •••••• •i � 7'11-7l8" 146" 16'3 24'6-1/8" + 2, • 32'6" •••• •••• • • • Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ MaxiRiEr%Reaction. ft%f • • • TCLL: 30.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R • •/4111. • / Rw ►Rh ♦ RL / W • • • • TCDL: 15.00 Speed: 175 mph Pf: NA Ce: NA VERT(LL): 0.284 J 999 240 A 1-M4 /6381 / 970 t-P / 257 / 8.a • • • • • • BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.649 J 519 180 N 359 • rJi • / 218 /. • / - / 8.0 • BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ( LL) : 0.085 1 - - • G 1628 /AO?• / 955•/ - /8.0••••• EXP:C Des Ld: 55.00 HORZ(TL): 0.200 1 Wind reactions based oR MMfRS • • Mean Height: 15.04 ft NCBCLL: 10.00 Code ! Misc Criteria Creep Factor: 1.5 A Mt Brg,Wj�ith Reg - t 2.1 • • • • • • TCDL: 5.0 psfsf Soffit: 2.00 BCDL: 5.0 P Bldg Code: FBC 2014-HVH I@IaSTC CSI: 0.851 N Min Width Re •f.5 • • • • G Min Brg Width Reg Load Duration: 1.33 MWFRS Parallel Dist: h to 2h TPI Std: 2007 Max BC CSI: 0.771 - •g,a • Bearings A, N, & G are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.25 ft Rep Factors Used: Yes Max Web CSI: 0.743 Bearings A, N, & G require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Mfg Specified Camber: GCpi: 0.18 Plate Type(s): Maximum Top Chord Forces Per Ply (Ibs) Wind Duration: 1.33 WAVE, HS VIEW Ver: 17.02.01A.1114.21 Chords Tens.Comp. Chords Tens. Comp. Lumber A - B 2007 -402 E - F 17-3675 Value Set: 13B (Effective 6/1/2013) B - C 1943 - 4104 F - G 1761 - 395252 Top chord 2x4 SP #2 N :T1 2x4 SP SS: C - D 1384 -2789 G - H 49 0 Bot chord 2x4 SP #1 :B2 2x4 SP SS: D - E 1371 -2790 Webs 2x4 SP #3 :W3, W4 2x4 SP #3: :Rt Level Return 2x4 SP #3: Maximum Chord Forces Per Ply (Ibs) Lumber value set "l36" uses design values Chords Tens.Comp. Chords Tens, Comp. approved 1/30/2013 byALSC A - L 4101 -1779 J - 1 3190 -1339 Wind L - K 3353 -1384 1- G 7311 - 3119 Wind loads based on MWFRS with additional C&C K - J 3353 -1384 member design. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - L 297 - 489 J - E 420 - 762 L - C 732 - 353 E - 1 365 -153 C - J 510 - 968 1 - F 239 - 410 D-J 1248 -571 M-H 1 0 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care !n fabricating, handling, shipping, instalEn,g and bm_cinq. Refer to and follow the latest edition of CCSI (Bui!ding Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary -R-^�- ---^� bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly q attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each faceof truss and position as shown above and on the JoinfDetails, unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. n Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSIIT PI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing indicates acceptance of VOTessionaf engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 1 SEQN. 313719 / T2 / COMN KRAUSE RESIDENCE Qty: 1 FROM: ML DRW: Truss Label: T1C Wgt: 151.2lbs .. / ... 08/21/2018 66-9h6' 'i 1'2-11/16" 103" 2'I'2-76/16"+ 25'1 i•7/161 L 326" 6'6-9/16" 4'8-1/8" 5'0-5/16.. 4'11-15/16" 4 -1/2" 6'6-9/16" Ds Sxs a N SO in 1 WUB(A1 31�r1�' ••• SEAT PLATE RED. SCAT•PLATE•iEQ. 32'6" • • •••••• 7'11-7/6" 6'-1/V.1/8" 1 -7/8" • • • • 7'11-7l6" 1466" 16'3' 24'6-1/6" • 32'6" •••• •••• • • Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ MaxilttEltitReactions (Tb�sf • TCLL: 30.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Lldefl L!# Loc li • •/•L4 • / Rw f Rh 9 RL ! VN • • • • TCDL: 15.00 Speed: 175 mph Pf: NA Ce: NA VERT(LL): 0.301 J 999 240 A 184l /3'd7 / 994 r / 157 / 8.0 000i • BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.682 J 566 180 G 19r'G •/•141, / 1143 / - • / - / 8.0 • BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.088 1 - - • Wind tactiln4ased o0 MWFRS 000000 EXP: C Des Ld: 55.00 HORZ(TL): 0.199 1 A Min Brg Width Req & • 2.! • • • Mean Height: 15.04 ft NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 1.5 • G Mal Brg.111/j�th Req = 2.3 • • • • • • TCDL: 5.0 psf Soffit: 2.00 Bldg Code: FBC 2014-HVH Rrag TC CSI: 0.887 Bearing�A & G►are a rigld"'Ag j. • • BCDL: 5.0 psf Load Duration: 1.33 MWFRS Parallel Dist: h to 2h TPI Std: 2007 Max BC CSI: 0.734 Bearings A & G require a aest plate. Spacing: 24.0 " C&C Dist a: 3.25 ft Rep Factors Used: Yes Max Web CSI: 0.742 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Mfg Specified Camber: Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.33 WAVE, HS VIEW Ver: 17.02.01A.1114.21 A - B 2065 -4541 E - F 1934 -4199 Lumber B - C 2001 -4244 F - G 1985 -4490 C - D 14-2919 G - H 49 0 Value Set: 13B (Effective 6/1/2013) D - E 1420 - 2919 Top chord 2x4 SP #2 N :T1 2x4 SP SS: Bot chord 2x4 SP #1 :B2 2x4 SP SS: Webs 2x4 SP #3 :W3, W4 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) :Rt Level Return 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Lumber value set " 1313" uses design values A - L 4232 - 1834 J - 1 3466 -1454 approved 1/30/2013 by ALSC L - K 3481 -1437 I - G 4178 -1777 K - J 3481 -1437 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. B - L 296 - 486 J - E 498 - 952 L - C 739 - 357 E - 1 699 - 286 C - J 512 - 971 1 - F 247 - 464 D- J 1326 - 603 M- H 1 0 —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusse ; require extreme care in fabricater�, handlirq, shipping, installinc cnr brecinq. Refcr to and follow the lat2;t edition of BCSI .(B /ildinn Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary -- -��-^----ri. bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, - - as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. f�efer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page. listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The swtability and use of this drawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply: 1 SEQN: 313732 / T31 / SPEC KRAUSE RESIDENCE Oty: 1 FROM: ML DRW: Truss Label: T1 D Wgt: 182.0 lb s / ... 08/2112018 4'10-1/4" i T5-3/4" 11,1" 16'3" 4'10-1/4" 2 1 i/2 37-1/4' 5 2 4 1 d/1b 1 6.3i16 6'1-5/16" 5'5-3/8" E 1114X6(R) 4 17 04X8[12] 0 F�3X6 Tt G 3X4 W7 O 1112X4C 7 %k2X4B W r; H st!06 W6 =4X8(A2)A zi =6X12 W3 1 (a) 11112X4 i• P T iavr 1 4 4X6 M L-3 (~) 83 K J 1 B2 =H0308 =3X4=5X6[28] SEAT PLATE REQ. •••d : ••••:• 337' ••• * . i • 0 •••••Y •rY• •••••Y 7'4" 3-7-1/2" 4'7-1/2" 8- /8" 8'6-5/8" • 8'9" a • 7'4" 10'11-1/2' 15'7" 16' -3/8" 2410" 33'7" • • • • • • •••• •••• • • Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ MaxirHM Reactions (1%s) • • TCLL: 30.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc fi•er'"• /Rw t • •PR j)iL /W•••• TCDL: 15.0o Speed: 175 mph Pf: NA Ce: NA VERT(LL): 0.287 D 999 240 • A 18a3 M93 / 1019%• / 241 _ / 8.0 • • • • BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.658 D 609 180 J 180B4fe" / 1041 /- •1- /- • BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.096 I - - Wind Ifactiensbased orbMWFWS • • • • • • Des Ld: 55.00 EXP: C HORZ(TL): 0.220 I - - A Min Brg Width Req � •2.2 • • • • Mean Height: 15.19 ft NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 1.5 J Mlfri BrgY iiith Reg = . • • • • • • • TCDL: 5.0 psf Soffit: 2.00 BCDL: 5.0 psf Bldg Code: FBC 2014-HVH I@TS TC CSI: 0.671 BearingR Ts a r ld surfa p • • • • Load Duration: 1.33 MWFRS Parallel Dist: h to 2h TPI Std: 2007 Max BC CSI: 0.797 Bearing A requires a seatrplate.• Spacing: 24.0 " C&C Dist a: 3.36 ft Rep Factors Used: Yes Max Web CSI: 0.954 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Mfg Specified Camber: Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.33 WAVE, HS VIEW Ver: 17.02.01A.1114.21 A - B 2363 -5106 E - F 1369 -2668 Lumber B - C 2215 -4780 F - G 1355 -2718 C - D 2243 - 4730 G - H 1740 - 3703 Value Set: 13B (Effective 6/1/2013) D - E 1373 - 2703 H - I 173 - 262 Top chord 2x4 SP #2 N :T1 2x4 SP SS: Bot chord 2x4 SP #1 :B2 2x4 SP #2 N: Maximum Sot Chord Forces Per Ply (Ibs) :B3 2x4 SP SS: Webs 2x4 SP #3 :W3 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. :W6, W7, W8, W11 2x4 SP #3: A - 0 4777 -2139 M - L 3000 -1277 Lumber value set "1313" uses design values P - N 136 - 62 L - K 3236 -1390 approved 1/30/2013 by ALSC N - M 3000 - 1277 K . J 3609 -1633 Bracing Maximum Web Forces Per Ply (Ibs) (a) Continuous lateral restraint equally spaced on Webs Tens.Comp. Webs Tens. Comp. member. B - 0 233 - 310 E . L 1162 - 549 Plate Shift Table C - 0 134 - 243 L - G 488 - 931 JT Plate Chord JT Plate Chord O - P 59 -6 G - K 425 -166 No Size Shift Bite No Size Shift Bite 0 - N 2977 -1262 K - H 306 -219 (12) W4X8 2.66 L 1.25 [28) W5X6 2.25 R 3.00 O - D 2066 - 935 H - J 1682 - 3744 N - D 362 -790 1-1 207 - 273 Wind D - L 374 - 677 Wind loads based on MWFRS with additional C&C member design. "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care -in fabricating handling, shipping, installingand brar,Inci - Refar to and follow the latest edition of BC-S! (Build!rg" Component Safety Information, by TPI and'SBCA) for safety to these functions. Installers shall temporary ——��^---^ practices prior performing provide bracing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly ,p attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Inslalled per BCSI sections B3, 67 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. kefer to ` drawings 16OA-Z for standard plate positions. e Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, insta:lation and bracing of trusses. A seal on this drawing or cover page, for design The listing this drawing indicates acceptance of pro-fessionai engineering responsibility solely the shown. suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes paae and these web sites: ALPINE: www. aloineitw.00m: TPI: www.t inst.or : SBCA: www.sbcindustrv.00m: ICC. www. iresafe.cro Job Number: 16630e Ply: 1 SEQN: 313655 / T13 / COMN KRAUSE RESIDENCE Qty: 5 FROM: ML DRW: Truss Label: T2 Wgt: 106.4 Ibs .. / ... 08/21/2018 e's-s;io' 12' 1T5-7/16" - 24' - 6'6-9/16" 5'5-7/16" 5'S-7/16" 6'6-9/16" D=4X6 T 12 T 4 p o \2X4C E N 2X4 ,lJ M Q 1 =3X6(A1) B _ A �F=—�U6(Al)=2X4(R) T J 1H=2X4(R) }� K =3X4 =3X4 3X4 ,' J2 1-y2" SEAT PLATE REQ. SEAT PLATE REQ. 24' 113/4" 3'3-3/4" ST-1/4" 2 8'8-1/4" 12' 15'3-314" 24' 2 Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 30.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw ( iL 1 RL / W TCDL: 15.00 Speed: 175 mph Pf. NA Ce: NA VERT(LL): 0.184 D 999 240 B 1496 / 385 / 866 4 • • . 108 / 8 p• • • • • BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(fL): 0.411 D 692 180 F 1 4TV• P36: / 866, /- • - / 8.0 • BCDL: 10.Ob Risk Category: II Snow Duration: NA HORZ(LL): 0.057 H - - 0 Wind reactions based m A4UV fiS • Des Ld: 55.00 EXP: C HORZ(TL): 0.128 H B A R QO Width Req :�P 2P1• • • • • • • Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 1.5 NCBCLL: 10.00 P F Wig Sly Width Reg = 291 • • TCDL: 5.0 psf Soffit: 2.00 gCDI: 5.0 sf Bldg Code: FBC 2014-HVH iffiSTC CSI: 0.642 P Bearin F are a ri i ce. • • • • • • �� g d�� • • Load Duration: 1.33 MWFRS Parallel Dist: h to 2h TPI Std: 2007 Max BC CS: 0.917. Beari s B & 16require e seat late. • • • • • • Q • • • • • Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.260 P g• • • • Maxi?hM;;;I Chord EdreMr Ply (IBM�' � Loc. from endwall: not in 9.00 ff FT/RT:20(0)/10(0) Mfg Specified Camber: Chords• T@M.Comp. •9hordeChords• Tena�. GCpi: 0.18 Plate Type(s): Wind Duration: 1.33 WAVE VIEW Ver: 17.02.01A.1114.21 A- B; O •; Il 0 D ?E 1235 -26Z3 Lumber B - C • 136T - 3046 • E - Fe 136E e30" C - D• 1216 -2623 : *FP ed 0 Q 4 Value Set: 138 (Effective 6/1/2013) 9.6 • • : • 0 0 Top chord 2x4 SP #2 N • • • • • • • Maximum Bot Chord P rce6 Per Ply (Ibs) x4 Bot chord 2 x4 SP #2 N Chords Tens.Comp. �hofds Tens. Comp. Webs 2x4 #3 :Lt Level Return 2x4 SP #3: B - J 2817 -1160 1 - H 1948 - 744 :Rt Level Return 2x4 SP #3: J - I 1948 - 744 H - F 2817 -1196 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Maximum Web Forces Per Ply (Ibs) Wind Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C A - K 1 0 D - H 727 - 336 member design. C - J 337 - 577 H - E 337 - 577 J- D 727 -337 L- G 1 0 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installingand braving R6rar to and follow tiie latest edition of BCSi (Building' . . Component Safety Information, by TPI and SBCA) r safety to these functions. Installers shall temporary practices prior performing provide bracing per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have Locations for lateral have bracing installed BCSI B3, a propperly B7 810, = -n attached rigid ceiling. shown permanent restraint of webs shall per sections or as applicable. Apply plates to each face of truss and position as shown above and on the Joinf-Details, unless noted otherwise. hefer to <> drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the for handling, installation bracing trusses. A this drawing truss In conformance with ANSI/TPI 1, or shipping, and of seal on or indicates engineering responsibility solely for the design shown. cover page• The iIity listing this drawing acceptance of professional gnawing Designer ANSI/TPI 1 Sec.2. sulta and use of this for any structure is the responsibility of the Building per For more information see this job's general notes page and these web sites: ALPINE. www.al ineitw.com; TPI: w Avinst.or : SBCA: www.sbcindustry.com ICQ www.iccsafe.or Job Number: 16630e KRAUSE RESIDENCE Truss Label: T2A 6'6-9/16" No 7 C T-3X4(A: 3.1Ts• Ply: 1 Qty: 3 Wgt: 103.6 Ibs 12' 17'6-13/i6 5'5-7/16" 5'6-13/16" C=4X4 SEQN: 313665 / T14 / COMN FROM: ML DRW 24' 6'S-3/16" SEAT PLATE REQ, SEAT PLATE REQ. SEAT PLATE REQ. ` 17'8" 6-4" 8'8-1/4" 3'3-3/4" 3'3-3/4" 2'4-114" 6'4" 8'8-1/4" 12' 15'3-3/4" 17'8., 24' 2' 08/21 /2018 T v Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 30.00 Wind Std. ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw /gfih•!&RL / W TCDL: 15.00 Speed: 175 mph Pf: NA Ce: NA VERT(LL): 0.062 B 999 240 A 91C / 1?3/ 535 /!' •1.189 / 8.t? • • • • • BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.144 B 999 180 G 159 b of316o / 760 •/ - •,6. / 8.0 • • BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 H - - E 44$ 4 4V / 319 •-/ / a.0• -• • • • /•• Des Ld: 55.00 EXP:C Mean Height: 15.00 ft HORZ(TL): 0.041 H • ••••••• Wind reactions based on MWFRS NCBCLL. 10.00 TCDL: 5.0 psf Code / Misc Criteria Creep Factor: 1.5 A MliV 1RAtth Reg = 1.9 • • • • • Soffit: 2.00 BCDL: 5.0 psf Bldg Code: FBC 2014-HVH IffiSTC CSI: 0.897 G M•inxJ' • q•21• • 43 WidthRe • • � � Load Duration: 1.33 MWFRS Parallel Dist: h to 2h TPI Std: 2007 Max BC CSI: 0.879 E Mm&g,IQhdth Req =.1.5 • • • • • • Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.442 s A, riid surface. Bearin: •r 13G • & E are a .q • • • • •. • • • Bearings : E V%Iate. Loc. from endwall: not in 9.00 ft FT/RT:20 0 /10 0 () () Mfg Specified Camber: N , requite a • • • . • • 0 • • GCpi: 0.18 Plate Type(s): • Wind Duration: 1.33 WAVE Maxirr�UhNlbp Chord Force�Per Ply (Ibs) • VIEW Ver: 17.02.01A.1114.21 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :Rt Level Return 2x4 SP #3: Lumber value set " 13B" uses design values approved 1/3012013 byALSC Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [14] W3X4 2.50 L 1.25 Wind Wind loads based on MWFRS with additional C&C member design. Chord s• Tens.mp. • Chords Tens..rco p. • A - B • 879 -1853 • D - E 576• - 2J6 • B-C •.oA9a1409 i.F. 49o•• d. C - D 240 - 354 • • • •• • Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - J 1694 - 711 H - G 358 - 502 J - 1 738 - 230 G - E 361 - 507 1- H 738 -230 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - J 360 - 624 H - D 989 - 420 J -C 816 -370 D-G 681 -1436 C- H 369 - 803 K- F 1 0 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses squire extreme care in fabricating, handling shipping, installing and bracing. Rofer to and follow the latest edition of BC�i (building Component Safety Information, by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary -- bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly .. .3 attach6d rigqid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or Bi 0, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. (tefer to drawings 160A-Z for standard plate positions. e Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSIPI 1, or for handlin,, shipping, installation and bracing of trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of protessionar engineering responsibility solely for the design shown. The suitability and use of this yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. u Job Number: 16630e Ply: 1 SEQN: 313798 / T6 / COMN KRAUSE RESIDENCE Qty: 3 FROM: ML DRW: Truss Label: T3 Wgt: 47.6 Ibs / ... 08/21/2018 fi N 1 3-1sT6•' -2X4( 3-15 1 5'9-1/2" 5'9 ;12" 12 C,r4X4(R1) 11'7" WE N 2X4(R) SEAT PLATE REQ. SEAT PLATE REQ. �--- 1'6" Loading Criteria (psf) Wind Criteria TCLL: 30.00 Wind Std: ASCE 7-10 TCDL: 15.00 Speed: 175 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 55.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 2.00 BCDL: 5.0 psf Load Duration: 1.33 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.1 a Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :Lt Level Return 2x4 SP #3: :Rt Level Return 2x4 SP #3: Lumber value set "136" uses design values approved 1/30/2013 byALSC Wind Wind loads based on MWFRS with additional C&C member design. 117' 69-1/2" + 59-1/2" 1'6" �{ 59-1/2" 117' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw 4%R j ( RL / W Pf: NA Ce: NA VERT(LL): 0.031 F 999 240 G 796 / 2e8 / 452 0-• • 0111 / 8.0 • • • • • Lu: NA Cs: NA VERT(fL): 0.068 F 999 180 H 7A. e/129C / 452. / . (- / 8.0 Snow Duration: NA HORZ(LL): 0.010 F - - Wind reactions based oP MVVFR6 • HORZ(TL): 0.023 F G K?in Ifry Nidth Req =* 1.3* Code / Misc Criteria Creep Factor: 1.5 H N"EfIng Mth Re q = 1.45 • • Bldg Code: FBC 2014-HVH RESTC CSI: 0.616 Bearings G•S•D are a rigid au6face. TPI Std: 2007 Max BC CSI: 0.482 Bearirf! i M11" require 2 jiaj Qlste. Rep Factors Used: Yes Max Web CSI: 0.096 r Maximuni�op•Chord Fio�cei�or Ply (Itist • 20(0)/10(0) Mfg Specified Camber Chords *T^9.Comp. L� ord3 Tens' COrAQ. • PlateFT/R Plate Type(s): WAVE VIEW Ver: 17.02.01A.1114.21 A-13i**.3: 0 C -11D 1062 -1TV B-C a 1062e-1134 :,DiA• 34000400 • • • • • MaximunbgotChord Fo"s Per Ply (Ibi) 0 * 0 Chords Tens.Comp. • C,185 a Tens. Comp. B -F 1015 -816 F -D 1015 -816 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A-G 1 0 H -E 1 0 C - F 252 - 66 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses regi lire exireme care in fabricating handlin shipping, installi ng and b,aoing. Refer io and fpilow the !atest editipn of SCSI tSui!ding Component Safety Information, by TPI an fabricating, fo'r safety practices prior to performing these functions. Installers shall provide temporary - -� bracing per BCSI., Unless noted othenaise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to -.•; drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinq Components Group Inc.. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling,shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing indicates acceptance of proessionar engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Job Number: 16630e Ply' 1 SEQN: 313850 / T23 / COMN KRAUSE RESIDENCE Qty: 1 FROM: ML DRW: Truss Label: T3A Wgt: 43.4 Ibs / ... 08/21/2018 69-1/2" 117" 5'9-i!2" 'l 5'9-1/2" 12 C.v 4X4(R 1) 4 p T T -2X4(A1)E3 2X4(A1) CV 3-1T6'• A 12X4(R) 3.1s� E F III 2X4 1-42„ SEAT PLATE REQ. SEAT PLATE REQ. 11'7" 1 6, 69-1/2" 5'9-1/2" 'I 69-1/2" 117- Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 30.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw 4%1, ( RL / W TCDL: 15.00 Speed: 175 mph Pf: NA Ce: NA VERT(LL): 0.031 E 999 240 F 78E / 301 / 452 ►+ • I98 / 8.i ..... BCLL: 0.00 Enclosure: Closed ILL: NA Cs: NA VERT(TL): 0.069 E 999 180 • D 6A../•24C / 346. / - • j- / 8.0 Risk Category: II BCDL: 10.00 Snow Duration: NA HORZ(LL): 0.010E - - • Wind reactions based o1l MYVFR6 • EXP: C HORZ L : 0.023 E �) Des LciCL F fvfn �r4 idth Re * 1.t* • • • •' 10.00 Mean Height: 15.00 ft NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 1.5 D N"Efr9'Mdth Req 1.45 • • g q = TCDL: 5.0 psf Soffit: 2.00 Bldg Code: FBC 2014-HVH WS TC CSI: 0.429 BCDL: 5.0 psf Bearings G &&D are a rigi4w force. • • Load Duration: 1.33 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2007 Max BC CSI: 0.497 BearirIl require !! a IARe. �:7 �Zp. • • • • • Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.097 Maximurli Top•Chord Fp�cei`FQr Ply (Ibs1 • • • • Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Mfg Specified Camber: Chords •TdTf.Comp. "hordS Tens! r-151 GCpi: 0.18 Plate Type(s): .• Wind Duration. 1.33 WAVE VIEW Ver: 17.02.01A.1114.21 A - B i • • *34i 0 C !D 703 -1161 Lumber B -C • 6850-1164 • • •••••• •••••• Value Set: 13B (Effective 6/1/2013) : • • • ...; MMaximumgotChord Fosws Per Ply Top chord 2x4 SP #2 N (li.. Chords Tens.Comp. • CjICr�f Tens. Comp. Bot chord 2x4 SP #2 N Webs 2x4 SP #3 B - E 1043 -576 E - D 1043 -576 :Lt Level Return 2x4 SP #3: Lumber value set "1313" uses design values Maximum Web Forces Per Ply (Ibs) approved 1/30/2013 byALSC - Webs Tens.Comp. Webs Tens. Comp. Wind A-F 1 0 C -E 255 -63 Wind loads based on MWFRS with additional C&C member design. "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT * FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installingand bracing. Refer to and follow 'he latest oditicn of BCSI (Building Component Safety Information, by TPI and SBCA) r safety to these functions. Installers shall temporary practices prior performing provide bracing per per BCSI., Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have Locations for lateral of webs shall have bracing installed BCSI B3, a properly B7 B10, attached rigid ceiling shown permanent restraint per sections or Apply to each face of truss and as shown above and on the Join Details, unless noted otherwise. kefer to as applicable. plates position drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing any failure in ANSI/TPI 1, for handlinshipping, installation and bracing of trusses. A this drawing to build the truss conformance with or g, seal on or listing this drawing indicates acceptance of proressionaf engineering responsibility solely for the design shown. cover page The suitability and use of this rawing for any structure is the responsibB ility of the uilding Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites. ALPINE: www.alo,neltw.com: TPI: www.toinsLor : SBCA: www. sbcindust .corn: ICC: www.iccsafe.oro Job Number: 16630e Ply: 1 SEQN: 313800 / T46 / VAL KRAUSE RESIDENCE Qty. 1 FROM: ML DRW: Truss Label: V4 Wgt: 15.4 Ibs I / .. 08/21/2018 Loading Criteria (psf) TCLL: 30.00 TCDL. 15.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 55.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.33 Spacing: 24.0 " 2' + 4' 2' 2' 12 4 F_� T 5 2X4(D8R) B=3X4'2X4C(D8R) 00 D Wind Criteria Wind Std: ASCE 7-10 Speed: 175 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.33 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set " 13B" uses design values approved 1/30/2013 byALSC Wind Wind loads based on MWFRS with additional C&C member design. — 4- Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2014- TPI Std: 2007 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 4- 4' ' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.009 999 240 VERT(TL): 0.020 999 180 HORZ(LL): -0.003 - HORZ(TL): -0.007 Creep Factor: 1.5 FMSTC CSI: 0.093 Max BC CSI: 0.168 Max Web CSI: 0.000 Mfg Specified Camber: VIEW Ver: 17.02.01A.1114.21 ♦ Maximum Reactions (Ibs), or'=PLF Loc R / U / Rw �Pty (RL / W D' 11.1 /24 /44 06-oo4i3 /4e•(i•••• Wind (e g;itns••pased of MWS • • D Min Brq Width Reg • • • Bearirfg•A•i1F 9 Rgid surfacto • • • • • • • • Maxim" iup Chord Fo•msper Ply (Ihs) • Chords •Tmatomp. •.FihQrtl� Tens, �,g jj A - B • • • 490• - 382 4B -ii • 299, • i 492 •• •• •• • •••••• Maxirgin 9%t Chord Force% Per Ply (Ibs) • • Chords Tens.6omp. • A-C• 3V -268 �••••• • • •• • •• • • • "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlinq, shipping. installing.acd bracing. Refer to and follow " re latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary - a-�--- bracin per BCSI.. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attach�d rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910, 3 as applicabe. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to -•; drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trusses. A seal on this drawing or cover page, listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Fane'7 of 10 SIMPSON HANGERS TYPE r A=I = A_AI I nIA/ARI•= I nAtlA =nR TH= I IIA AERIES .In ST HAN FFRIG ESR-2549 Page 850:SIMPSON HANGER DIMENSIONS' (inches) COMMON NAILS' (Quantity -Type) ALLOWABLE LOADS"' (Ibs) MODEL NO. W H B Header Joists Uptiits Download Co ='1.23 or =1.6 Co=1.0 Cc) =1.15 Co=1.25 LUS2-0 1clis 3'!6 1Al, 4-10d 2-1 Did 465 640 735 800 4'/A 1'/. 4-10d 4-10d 930 B30 955 1,D40 hs 6"/n 1'/, 6-10d 4-10d 930 1,055 1,215 1,320 WLU6�S261,/% '/Ic 7'A/,e 1'/A B-IDd 4-10d 93D 1,275 1,465 1,595 3'!s 3% 2 4-16d 2-16d 440 •765 BBO 960 3'/u 4".11c 2 -4-16d 4-16d 1,140 1,000 1,150 1?50 LUS28-2 31/1, 7 2 Fr16d 4-16d 1,140 1,265 1.455 1,585 LUS210-2 3'.le B':'/,c 2 B-16d &A6d 1,710 1,765 2,030 2210 LUS214-2 3'Ic 10'5/,s 2 10-16d 6-16d 1,710 2,030 2-,335 2,540 .LUS44 381ic 3 2 4-16d 2-16d 440 765 BBD 960 LUS413 3'/,s 43% 2 .4-16d 4-16d 1,140 1,000 1150 1,250 'LUS48 35/15 6% 2 5-16d 4-16d 1,140 1,265 1,455 'L'US4'10 3°lis B% 2 B-16d 6-1'Bd 1,710 1,765 • ZWO -LIJS414 36/16 10'/A 2 10-16d 6-16d 1,710 2,036- • Z331 •2, For SI:1 inch ='Lb.•4,mm,Ilot =4.4bN. •••••• '•�••- 1. Refer to Figure 4 (this -page) for definitions of hanger nomenclature (W, H, B). • • • • • • • :2. Referto Section 3:2.3 of -this report Tor nail sizes and required minimum physical properties. 0000 *so* .3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building c%% • • • • • • • • • 4. W.hen:LUS Series hangers support joists, they;provide torsional resistance, -which is defined -as a moment of not less than 75 pounds (334 :N•):fimez the depth of the joist:•at which the lateral movement of the top or bottom of the joist with respect to the verVarppsition of 1he:A4 is 1-1:25 inch {32-mm). • • • • • • • S Jdistmails must:be driven at a•45 degree angle through the joist into the header/beam •(double stlear naifing) tri"1iiw& the tabulated joads. 6. towable uplift loads have been increased for wind -or earthquake loading with no further increase is -all owed. :he iMm:able up�ffl load Amust be reduced when other load durations govern. •• • •• • May,. • • • FIGURE 4—LUS SERIES HANGER Page 7.0 - 45' DEGREE HANGER. {CC -ES Evaluation Report ESK-29 29 Reissued July 1, 2011 This report is subject to renewal in one year www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Inlernational Code Council' DIVISION: D6 OD 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: KC METAL PRODUCTS, INC. 1960 HARTOG DRIVE SAN JOSE, CALIFORNIA 95131 EVALUATION SUBJECT: KC SUPERSPEED WOOD FRAMING HANGERS AND WOOD CONNECTORS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2006 international Building Code (IBC) a 2006 International Residential Code (IRC) Property evaluated: Structural 2.0 USES The KC SuperSpeed wood framing hangers and connectors described In this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 S, SSR/L, and MSRIL Series Face Mount Joist Hangers: The S series standard face -mount joist hangers and the SSR and SSL series standard face -mount skewed (45°) hangers are die -formed from No. 16 gage galvanized steel. The INSR and NISL series medium face -mount skewed (45°) hangers are die -formed from No. 14 gage galvanized steel. The hangers have prepunched holes for the required nails. See Table 1 for hanger dimensions, structural sawn lumber sizes, fastener schedules, and allowable downloads and uplift loads. 3.2 E Series Face Mount Joist Hangers: The E series face -mount joist hangers are die -formed from No. 20 gage galvanized steel into U-shaped hangers designed to support nominal 2-inch-thick dimensioned lumber The hangers have prepunched holes for the required nails. See 7ab!= 2 foi hanger dimensions dimensioned lumber sizes, fastener schedules anc allowable down loads and uplift loads. 3.3 LS Series Light Slope Joist Hangers and LSS Series Light Skew/Slope Joist Hangers: The LS series light slope joist hangers are die -formed from No. 18 gage galvanized steel and are designed to support nominal 2-inch-thick dimensioned lumber at : • maximum 6:12 (27°) slope (up or down). The LSS sever. light skew/slope joist hangers are d+e-formed from N*o* 18 gage or No. 16 gage galvanized sf t aT)d are; dettped to •• support nominal 2-inch-, 3-1)C% •R-inch-, 4atid• double • • • • • • 2-inch-thick dimensioned IurnbereMetnaximum K-degrees . (6:12) slope (up or down) or da4 4E* maximuw.45 degree. 0 0 0• skew (left or right), or both. %r j.t.5' series Jnrpsrs are. • • 0. designed for field adjusted slop�,.;4y.applicatjorys.�nd the.,:,.* LSS hangers are designed for ji�%a,(justed •slloPe of skew,, . 0.0 • or both, applications. See Table 3 for models, %anger e dimensions, fastener schedulas acd:. . allowable downloads '. . . .....0 and uplift loads. ...... 3.4 H and H_R Series kvt :Mount•�o�t/Beame000•: Hangers: •00000 The H and H_R series hangers are die -formed from No. 14 gage galvanized steel into U-shaped face -mount hangers designed to support structural sawn lumber, and structural glued -laminated wood beams having a minimum net finished width of 3'/8 inches (79 mm) or 51/8 inches (130 mm). The H_R series hangers are similar to the H series hangers except the 13/16-inch-wide (30 mm) flanges, which are nailed to the supporting header, are reversed (turned in). The hangers have prepunched triangular and round holes in both the U-shaped portion of the hanger that supports the wood joist, and in the flanges that are nailed to the supporting wood member. Minimum allowable loads shown in Table 4 are achieved by filling only the round holes with the nails specified; and the maximum allowable loads shown in Table 4 are achieved by filling all holes (both the round and triangular) with the nails specified. See Table 4 for hanger dimensions, structural sawn lumber and glued -laminated wood beam sizes, fastener schedules, and allowable loads. 3.5 HTF Series Heavy Top Flange Hangers: The HTF series heavy top flange hangers are die -formed from No. 12 gage galvanized steel into U-shaped hangers designed to support structural sawn lumber, and structural glued -laminated wood beams having a net finished width of 31/6 inches (79 mm) or 5'/e inches (130 mm). The hangers have two 13/16-inch-wide (30.2 mm) by 21/2-inch- long (63.5 mm) flanges, which are nai;ed to the top of the supporting wood member (header, beam, or ledger), and have 13/16-inch-wide (30.2 mm) flanges on each side of the U-shaoed portion of the hanger, which are na;led to the face of the supporting wood rnembel (header, ueam, or ledger). The hangers have prepunched holes for the /r7 -/:S h. r•uiurruurr kq,ml.. air nur Lm he cO)TSM I un n•prran unit; uealheun ur mil other auribwca nal speer/rcalh odrirceeerl nur rnr Ihr;P lu hr roaslnrrd vun J ua un rnriw:+rnu•m u; Ihr aublecl n! Ihr rreporl ur a"cc n lmrmlul !ur r6, usr %hrrr a nn u•urruN; bt R-T f_ruluuuwr .Sercree, LY. r.cpres., ur unphed, n:. ur unt rrudul, ur ulirrr mrnk•r m Ihra report ur ua In an, prudap rurc•rrd hr Ihr rrpurl Pagc 1�of 28 Coovnahl C- 2011 ESR-2929 I Most Widely Accepted and Trusted 5.5 Use of connectors with preservative- or fire retardant - treated lumber must be In accordance with Section 3,24.1 of this report. Use of fasteners with preservative- or fire retardant -treated lumber must be in accordance with Section 3.24.3 of this report. 5.6 Welded devices are fabricated in accordance with the approved quality control manual, with quality control inspections by Testing Engineers, Inc. (AA-532). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2010 (editorially revised December 2011). Page 6 of 28 7.0 IDENTIFICATION The products described In this report are identified with a die -stamped or adhesive label indicating the name of the manufacturer (KC Metal Products, Inc.), the model number, and the evaluation report number (ESR-2929). Additionally, the factory -welded products are identified in with the name UI the InSpeCilUn agency i (Testing Engineers, Inc). TABLE 1-S, SSR/L, AND MSR/L SERIES FACE MOUNT JOIST HANGERS' MODEL' NO. JOIST SIZE(S)3 (Nominal) DIMENSIONS' ) ( in. FASTENERS Quantit -Type) ALLOWABLE LOADS (Ibs) Hanger Height Seat Depth Header Joist Download plift Uplift, Co= 1.0 Co= 1.15 Co•�+'h!5 Co= 1.6 S24 S26 5210 S214 2x4 2x6, 2x8 2x8, x10, x12, x14 2x14, 2x16 3 413/16 7t3/76 10 1 % 1'/2 11/2 2 4-1 Did 6-10d 10-10d 12-10d 2-1Ddx1'12 4-10dxl'/2 6-1Ddx1'/2 10-10dx1'/2 450 680 1,130 • 1,355 •°S� • 78t •:'3t0 1, 0 56D • B. e • • T, 1,615 2S3' • • 505 • • 7�••• 1, :.• S34 3x4, 3x6 33/e 2 4-16d 2-10d 540 • 6W 6771 • -900 300 • 3x6, x8, x10 300, x12, x14 3x14, 3x16 5% 81/8 103/8 2 2 2 8-16d 14-16d 16-16d 4-10d 6-10d 6-10d 1,080 1,890 • 2,160 . 1 240 •�_•115 • •-*45 1,350 •7• 65 • 2740 605 0 9 5 905 • S36 S310 S314 324-2 S26-2 5210-2 S44 (2)2x4 (2)2x6, x8, x10 (2)2x10, x12, x14 4x4 3 5 8 2'/e 2 2 2 2 4-16d 8-16d 14-16d 4-16d 2-10d 4-10d 6-10d 2-10d 840 • 1,080 • 1.890 540 966 1240 • 2.1T5 620 • 675 • •1,350 2,E6ET •60/50 344 • • 695 915 300 S46 4x6, x8, x10 4'/e 2E4-16d 4-10d 1,080 1,240 1,350 605 S410 4x10, x12, x14 83/B 2 6-10d 1,890 2,175 2,355 905 S414 4x14, 4x16 10 2 6-10d 2,160�2,41815�2,7�OCY905 S26-3 S210-3 S66 S610 SSR24/SSL24 SSR26/SSL26 SSR210/SSL210 SSR214ISSL214 SSR26-2/SSL26-2 (3)2x6, x8, x1D (3)2x10, x12, x14 6x6, 6x8 6x10 2x4 2x6, 2x8 2x10, x12, x.14 2x14, 2x16 (2)2x6, (2)2x8 (2)2x10, x12, x14 (2)2x14, (2)2xl6 4x6, x6, x10 4x10, x12, x14 4x14, 4x16 (2)2x6, (2)2xB (2)2x10, x12, x14 (2)2x14, (2)2x16 4x6, x8, x10 4x10, x12, x14 4x14, 4r,16 5 8'/2 5 81/2 3'/e 5 8'/e 10 5 83/4 123l4 43/4 8'/2 12% 5 8314 123/4 43/4 8'/2 12'/2 2 2 2 2 - - - - - - - - - - - - - - - - 10-16d 12-16d 8-16d 14-16d 18-16d 8-6d 14-16d 18-16d 8-N20 14-N20 1B-N20 8-N20 14-N20 16-N20 4-10d 6-10d 4-10d 6-10d 4-10d 6-1 Did 10-10d 12-10d 4-16d 6-16d 8-16d 4-16d 6-16d 8-16d 4-16d 6-16d 8-16d 4-16d 6-16d 8-16d 1,080605 1,890 1,080 1,890 540 810 1,350 1,620 1,080 1,890 2,430 1,080 1,890 2,430 985 1,725 2,215 965 1,725 2,215 2,175 1,240 2,175 620 930 1,555 1,865 1,240 2,175 2,795 1.240 2,175 2,795 1,135 1,985 2,550 1,135 1,985 2,550 2,365 1,350 2.365 675 1,015 1,690 2,025 1,350 2,365 3,350 1,350 2,365 3,040 1,230 2,155 2,770 1,230 2,155 2,770 905 605 905 505 780 1,265 1.520 720 1,090 1,440 720 1,080 1,440 720 1,080 1,440 720 1,080 1,440 SSR210-2/SSL210-2 SSR214-2/SSL214-2 SSR46lSSL46 SSR410/SSL410 SSR414ISSL414 MSP.26-2/MSL26-2 MSR210-2/MSL210-2 MSR214-2/MSL214-2 MSR46/MSL46 MSR410/Iv1SL410 MSR414/IJISL414 For SI: 1 inch = 25.4 mm. 1 Ibf = 4.45 N. 'S, SSRIL, and MSRIL series hangers provide a torsional resistance for the joist depths noted in the. table where torsional resistance is defined as a moment of not less tier, 75 pounds (334 N) time-, the depii, of the jnisl ai witch the Ictercl movement of the top or bottom of the ;nisi with respect. to its vertical pOzitlOn iZ 0,125 inch (3.2 mm). `When hangers shown in the table are needed to support rough -sized lumber where the design is based on rough sizes, the tabulated models must include the letter R, for example, SR26. 'Nominal size dimensioned lumber is In accordance with Section 4.1 of the NDS. `Seat depth is variable for skewed hangers, but has the same bearing area as the non -skewed hangers `Fasteners must comply with Section 3.24.3 of this report. 'Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed The allowable uplift loads must be reduced when other ESR-2929 I Most Widely Accepted and Trusted Page 7 of 28 fiw SSn-214;SS1_{R1 FIGURE 1—S, SSR/L, AND MSRIL SERIES FACE (MOUNT IrriH�1J i r 3 k C � JOIST HANGERS TABLE 2—E SERIES FACE MOUNT JOIST HANGERS' ••• JOIST HANGER DIMENSIONS (in.) (See Figure 2) FASTENERS' (Quantity -Type) ALL:DWAti.E LOADS rlis) •• • • •• MODEL NO. SIZE(S) Nominal (Nominal) Flange Width (A) Seat Depth p (D) Seat Width (W) Hanger Height g (H) Header Joist D•wnlead ••• Uplift'• Co= 1.0 • to=••1•.1�5 •• • Co = 1.29 Co= 11 • E24 2x4, 2x6 1'/8 1'/2 1'/16 3 4-10d 2-10dx1'/2 450 •5Z4 * 5%• • • 250 • E26 2x6, x8, x10 1'4 1'/2 11/,6 4'/, 6-108 4-10dx1'/2 670 • • �913 • 8- • • 500 • E28 2x8, x10, x12 11/8 11/2 1s/,6 6'/4 8-10d 6-10dx1'/2 895 061,Mt 1.4tJ • 750 • E210 2x10, x12, x14 11/G 11/2 19/,6 77d/,6 10-10d 6-10dx1'/2 1,120 ;•1 , ; 1,695' 750 E24(16) 2x4, 2x6 1'/a 1'/2 1y/,G 3 4-16d 2-10dx1'/2 535 620 G•• • 250 E26(16) 2x6 x8, x10 11/8 1% 19/16 43/, 6-16d 4-10dx1'/2 805 • 1 2140• 1,3 % 500 • E28(16) 2x8, x10, x1?. 1'/e 11/2 1y/,6 6'/4 8-16d 6-10dx1'/2 1,070 2,175 2,%5, ' 750 E210(16) 2x10, x12, x14 11/8 1'/2 1y/,6 71'/,6 1 10-16d 6-10dx11/2 1,340 2,485 2,700 750 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'The E series hangers provide a torsional resistance for the joist depths noted in the table, where torsional resistance is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to Its vertical position is 0.125 inch �3.2 mm). The E series hangers with a (16) at the end of the model designation refers to hanger installation using 16d common nails to the header. 'Fasteners must comply with Section 3.24.3 of this report. °Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. A 0 H o 0 0 O O KC FIGURE 2—E SERIES FACE MOUNT JOIST HANGER (Refer to Table 2) FIGURE 3B—LSS SERIES JOIST HANGER (Refer to Table 3) c ft�J ..I iF _;:. _ _I v� FIGURE 3A—LS SERIES JOIST HANGER (Peter to Table 3) Page 2.0 - TYPICAL DETAIL_@ CORNER SET. i TYP. DETAIL g CORNER - HIP O 2-16d NAILS v J3 © 0 �l J 3-1 Gd FAILS 5� Q o (D m o © SIIViPSON LUS-26 w/ 11-6d NAILS J5 ✓�J m cp � Off^ OE Li�D O E ITSS- L/R-26 vd/ 5-1 5d _ 6-1 Od NIALS J7 ® g U OE ITVV SS- L /R-26 vd/ 6-16d + 6-10d NIP,LS hG7 CD(EN (HIP GIRDER) "© ii OB u ® u © u O jI© p © u OCu G 3I C OF ITW SS- L/R-26 w/ 6-16d + 640d 1\IIALS hG9 0© • • • • ' ( HIP GIRDER)' HANGERS SHOULD .BE CONNECTED w/THE • • • ""' • "" "' NUMBER OF FASTENERS REQUIRED TO FRAMING PLAN - � • • � • • • • THE HANGER MAXIMUM CAPACfTY + • • • • • DEVELOP - FA"- FFNER ..... ' • • •' CNOFiD HANGERS GIRDER •• ••� JACK � •••i • STEEL STRAPS - by builder 2-16d NAILS• • •: • T-CHORD J1 - J3 to HIP JACK GIRDER B-CHORD STEEL STRAPS - by builder • • • 2-16d NAILS • • • • • • • STEEL STRAPS - b builder y 2-16d NAILS • • • • 00, • • T-CHORD J5 to HIP JACK GIRDER B �HoaD S EEL STRAPS - by builder 2-16d NAILS • ... STEEL STRAPS - by builder 3-1 ad NAILS T-CHORD J7 to HIP GIRDER B-CHORD STEEL STRAPS - by builder 3-16d NAILS STEEL STRAPS - by builder 3-1 6d NAILS T-CHORD J9 to HIP GIRDER B_CHORD SIMPSON LUS-26 S-16d NAILS B-16d NAILS T-CHORD ITW SS- L/R-26 6-16d NAILS 6-16d NAILS HIP JACK GIRDER (HJ-7) to HIP GIRDER B-CHORD ITW SS- L/R-26 6-1 6d NAILS 6-1 6d NAILS 7-CHORD ITW SS- L/R-26 6-16d NAILS B-16d NAILS HIP JACK GIRDER (HJ-9) to HIP GIRDER B_CHDRD ITW SS- L/R-26 6-1 6d NAILS 6-1 6d NAILS SET-BACK----jO OB s-o MINIMUN GP.ADE of LUMBi=R O E i----n---it---r— SET -BACK Q E O 7-CHORD.-.. 2x4 -N0.2 19 SP ' �— - i ° 7,_0. 1Er-BAcr. B-CHORD.... 2x4 - IJo.2 19 5P o °i m ® G r. A -� it 11 -� II -� u u 11 11 - 110 = a x A= WEBS. 111�... V �l.y�%.3 1 9 SP 11 lv ) y " -' n u u ii n n m ' OF OD`�j O ® rJ O _ HIP JACK GIRDER - SIDE v HIP GIRDER - SIDE VIEW _ sign & seal: OSCAR CORRAL, P.E. ( civil 110. 467 dates state of florlda reglstratlon ; 12 GRP,VITY LOADS' ROOF" FLOOR V1/II"ID LOADS top 0 e load: 30-psF �� exposure caleoory. Type C dcad load: 1 5-psf l_J __ building colegory: Type. II pctiom a ord: Irve load: 00-psf = wind velocity: 175 mpt dcad loan: 0-psf F meon roof heiohC VP,PJE5 to to ] l o ae1 : 55-psf C� imporlonce iecldc 1 .00 duration f8ctor: 33 °! C� ASCE 7-10- FBC 20-0- .�- Js' nut •�:.F CC ; 21 ss: 8500 IJ.W. 5Bth St. dade: (305) 591-991B / 19 IVIAIVi1, FL. 33166. broward: (954) 522-8055 I JE I a General Notes Notes Generales Trusses are not marked in any way to identify the Los trusses no est6n marcados de ningun modo que frequency or location of temporary lateral restraint idenb'fique la frecuencia o localfzacl6n de restricci6n and diagonal bracing. Follow the recommendations lateral y arriostre diagonal temporales. Use las for handling, installing and temporary restraining recomendaciones de manejo, instalaci6n, restncci6n and bracing of trusses. Refer to BCSI - Guide to y amostre temporal de los trusses. Vea el folleto BCSI Good Practice for Hardline. Installing. Restraining - Guia de Buena Pr6ctica para el Maneia InstalacO tl n & Bracina of Metal Plate Connected Wood Restncci6n v Amostre de lost Trusses de Madera Trusses*** for more detailed information. Conectados con Placas de Metal`** pare informaci6n Truss Design Drawings may specify locations of mds deta/lada. permanent lateral restraint or reinforcement for Los dibujos de diserio de los trusses pueden especificar individual truss members. Refer to the BCSI-B3*** las localtzaciones de restricci6n lateral permanente o for more information. All other permanent bracing refuerzo an los miembros individuates del truss. Vea design is the responsibility of the building designer. la hoja resumen BCSI-83**` pars mbs informacitin. El resto de lost disefios de amostres permanentes son la responsabilidad del disenador del edificfo. DANGER The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. IPELIGROI El resultado de un manejo, levanta-112- miento, instalaci6n, restricci6n y arriootre incorrecto puede ser la caida de la estructura o adn peor, heridos o muertos. A��1r1IOfvJ Exercise care when remov- ing banding and handling trusses to avoid damaging trttequipment prevent injury. Wear personal plftective edive et�t3ipment for the eyes, • • •ffet, hands aft"SH when wotti%with e trusses. f • • • e • • • fVA0YffAW4iL cfautela al "4r of, *aduras o los pedazos de metal de sujetar p•ra eviler • • • • no a lost trusses y prevenir IPl�RAti4sonal. IL&eve el equiaggl*ctivo personalq9grijojos, •lls pies, manes y cabezlcuando Mebaja torsi sses. •••• 0000 A Use B e • special care in Utilice cuidado • • • • • • • • • • • • • • • windy weather or especial en • *MI`dndling * - Ma►Mjd • near power lines dies ventosos o • and airports. cerca de cables • • • • • • e e el6ctricos o de • • • • aeropuertos. •Avoidyateral • • binding. •••••• • Spreader bar e f f •tfivite la flexi6n lateral. for truss • ••••• • \' The *ntrW*r* i is responsible for Spreader bar 2/3 to properly receiving, Q Hold each truss in position with the erection 3/4 truss length unloadin and storin equipment until top chord temporary lateral Tagline g g restraint is installed and the truss is fastened TRUSSES UP TO AND OVER 60' the tresses at the TRUSSES HASTA Y SOBRE 60 PIES -� jobsite. Unload trusses to the bearing points. to smooth surface to prevent damage. Q Use proper rig- Use equipo apropiado Sostenga cada truss an posici6n con equipo de grua haste que la restricci6n lateral temporal de El contralista tiene la responsabilidad de recibir, ging and hoisting para levantar a la cuerda superior este instalado y at truss est6 asegurado en lost soportes. descargaryalmacenaradecuadamentelos, equipment. improvisar trusses an la obra. Descargue los trusses an Is Installation of Single Trusses by Nand tierra fiso para prevenir at dailo. Recommendacciones de Levantamiento de Trusses Individuales Por La Mano t�J Trusses 20' t _ Q Trusses 30' t t� (6.1 m) or r (9.1 m) or less, f less, support support at near peak. quarter points. Soporte Soporte de cerca at pico lost cuartos los trusses E Trusses up to 20' -► de tramp lost E Trusses up to 30' -0. de 20 pies o (6.1 m) trusses de 30 (9.1 m) manes. Trusses haste 20 pies pies o menos. Trusses haste 30 pies Q Trusses may be unloaded directly on the ground at (S) DO NOT store the time of delivery or stored temporarily in contact unbraced bundles with the ground after delivery. If trusses are to be upright. stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o.c.). Los trusses pueden ser descargados direcia- mente an at suelo an equal momento de entrega o almacenados temporalmente an contacto Con el suelo despues de entrega. Si los trusses estarbn guardados para mbs de Line semana, pi bloqueando de altura suficiente detr6s de la pila de los trusses a 8 hasta 10 pies an Centro (o.c.). Q If trusses are to be stored for more than one week, cover bundles to protect from the environment. DO NOT store on Para trusses guardados per mds de Una semana, uneven ground. cubra los paquetes para protegerios del ambiente. Refer to BCSI"' for more detailed information per- taining to handling and jobsite storage of trusses. Vea el folleto BCSI*** para informaci6n mbs detal- lada sobre e/ manejo y almacenado de los trusses an area de trabajo. _ - NO almacene verticalmente los trusses sureties. NO almacene en tierra desigual. Hoisting and Placement of Truss Bundles Recomendaciones Para Levantar Paquetes de Trusses • DON'T overload the crane. NO sobrecargue la gi0a. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquele. Q A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and paral- - WARNING Do not overload supporting lel chord trusses up to 45' (13.7 m). Use at least structure with truss bundle. three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses iADVERTENCIAI No sobrecargue la >45' (13.7 m). estructura apoyada con el paquete de Puede usar un solo lugar de levantar para trusses. paquetes de trusses de la cuerda superior hasta Q Place truss bundles in stable position. 45' y trusses de cuerdas paralelas de 30' o Fuse paquetes de trusses an Una manes. posici6n estable. Use per to manes dos puntos de levantar con grupos de trusses de cuerda superior inclinada hasta 60' y trusses de cuerdas paralelas hasta 45'. Use per to manes dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45'. Mechanical Hoisting Recommendations for Single Trusses Recomendaciones Para Levantar Trusses Indivirduales Using a single pick -point at the peak can damage the truss. El use de un solo lugar an el pico para levantar puede hacer datfo al truss. so' or less eader bar Toe m Toe-m Spreader bar 1/2 to 2/3 truss length Tagline TRUSSES UP TO 60' (18.3 m) TRUSSES HASTA 60 PIES Approx. 1/2 truss length Tagline SE TRUSS UP TO 30' (9.1 m) TRUSSES HASTA 30 PIES Locate Spreatler barLOLAchabove or stiimack mid -height Temporary Restraint & Bracing Restriction y Arriostre Temporal Refer to BCSI-82*'* for more information. Top Chord TAporary Vea el resumen BCSI-B2*** para mbs informaci6n. Lateral R (TCTLR)tera estriint Q Locate ground braces directly in line with all rows 2x4 in of top chord temporary lateral restraint (see table is in in the next column). Coloque lost amiostres de sierra para at primer 5 2'o.c.,typ. truss directamente an Ifnea con cada Una de las filas de restricci6n lateral temporal de la cuerda =90° Brace first superior (vea la table en la pr6xima columnist). truss securely DO NOT walk on unbraced trusses. before NO calming, an trusses sueltos. F_ erection of additional DO NOT stand on truss overhangs until trusses. Structural Sheathing has been applied to the truss and overhangs. 4 NO se pare en voladizos cerchas hasta Revestimiento estructural ha side aplicado a la armadura y voladizos. Steps to Settling Trusses Las Medidas de la Instalaci6in de les Trusses 1� Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Installs lost anfostres de tierra. 2) Instale el primero truss y ate seguramente at arriostre de tierra. 3) Instate los pr6ximos 4 trusses con restriction lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arriostre diagonal pare los planes de lost miembros secundanos pars estabilice lost primeros tine trusses (vea abajo). 6) Instate la restricci6n lateral temporal y amostre diagonal pars la cuerda inferior (vea abajo). 7) Repita Este procedimiento en grupos de cuatro trusses hasty que lodes lost trusses esters instalados. Refer to BCSI-B2*** for more information. Vea el resumen BCSI-B2"` pars mas informati6n. Restraint/Bracing for All Planes of Trusses Restriccidn/Arriostre Para Todos Pianos de Trusses Q Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress -graded lumber. Attach to each truss with at least 2-10d (0.128x3"), 2-12d (0.128x3.25") or 2-16d (0.131 x3.5") nails. La madera 2x4 clasificeda per estres as la madera minima ublizada pare restricci6n lateral y arnostramiento di- agonal. Atadas a cada braguero con al minimo 2 clavos 10d (0.128x3 ), 12d (0.128x3.25") o 16d (0.131x3.5 ). Q This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restricci6n y amostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de la column para /a restricci6n y arriostre temporal de PCTs. 11 TOP CHORD PLANE - CUERDA SUPFRIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30 10' (3 m) D.C. max. (9.1 m) 30'-45' (9.1m-13.7m) 8' (2.4 m) D.C. max. 45'- 60' (13.7 m - 18.3 m) 6' (1.8 m) D.C. max. bin- 24 * 4' (12 m) D.C. max. 'Consult a Registered Design Professional for trusses longer than 60' (18.3 m). Consults a un Professional Registmdo de Diseno para trusses mils de 60 pies See Q See BCSI-B2'*' for TCTLR options. 'T Vea at BCSI-B2'**para las options de TCTLR. Refer to BCSI.63**' / h <_2' o. typ for Gable End Frame restraint/bracing/ A reinforcement information. ibn Para inforim sobre resMccidnl TCTLR arriostre/refuerzo para Armazones ! Hastiales vea el resumen BCSI-B3"* Note: Ground bracing not shown for clarity. 10" or > Truss attachment LJ Repeat diagonal braces for each set of 4 trusses. required at support() Repita lost arrisotres diagonales para cada grupo de 4 trusses. Section A -A LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRicaft LATERAL V EL ARRIOSTRE DIAGONAL SON MUV IMPORTANTES! 2 WEB MEMBER PLANE - Diagonal Continuous Lateral Restraint (CLR) splice reinforcement PLANO DE LOS MIEMBROS SECUNDARIOS �' - bracing Truss Member �il i 2%_CLR Web members = 45° A Bottom chords Minimum 7 2K_ Scab Dock center d over CLR splice. Attach Diagonal braces every to CLR with minimum 8-16d 10 truss spaces 20' (0.135x3.F) nails each side (6.1 nl) max. of splice or as specified by the 10' (3 M) -15' (4.6 m) max. Building Designer. Same Spacing as bottom chord Note: Some chord and web members SECTION A -A lateral jestraint not shown for clarity. 3) BOTTOM CHORD PLANE - -" CUERDA INFERIOR Truss Lateral Restraints - 2x4xl2' or greater Member lapped over two trusses Note: Some chord or CLR splice reinforcement. and web members Bottom not shown for chords clarity. 10' (3 m) - 15' (4.6 m) max. Diagonal braces every 10 truss spaces 20' (6.1 m) max. Restraint & Bracing for 3x2 and 4x2 Parallel Chord Trusses Restriccidn y Arriostre Para Trusses de Cuerdas Paralelas 3x2 y 4x2 10' (3 m) or Diagonal bracing Repeat diagonal bracing Refer to 55' (4.6 m)• every 15 truss spaces 30' BCSI-B7"* for more �_ _ / (9.1 m) max. information. y Vea el resumen BCSI-137 para mbs informacion. Apply diagonal brace to vertical 5 2'o.c., typ. webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 16 (4.6 m) o.c. for 4x2 chords. Out -of -Plane Installing - Instalacion J Tolerances for Out -of -Plane. Tolerancias pars Fuera-de-Plano. <- Length --►I Max. Bow MBow Length ->LJ Max. Bow, p Length m PI! Q Tolerances for At 1 f Out -of -Plumb Tolerancias para D/50 max Fuera-de-Plomada. Out -of -Plumb ) ( Max. Bow ) Truss Length D/50 D (ft.) 3/4 19 in 12.5' 3.8 m 1/4"d6) 7/8" 14.6' '6 core 22 core 4.5m 1/2" 1" 16.7' 13 mm 25 mm 5.1 m 3/4" 1-1/8" 18.8' 19 rem 29 mm 5.7in1" 1-1/4" 20.8' 25 core 32 core 6.3m1-1/4" 1-3/8" 22.9' 32 mm 7.0 m1-1/2"1-1/2'r 25.0' iR mfl •i•f ri nl /7 Are1• a Construction Loading • s1 ff m Cargo De Construction •. .;� DO NOT proceed with construction until all laterajre•st{ralnet is and bracing is securely and properly in place. 0009 NO proceea con la construcci6n hasta que todas #Bf ie*t** clones laterales y los amiostres est6n colorados erj T Ni • • apropiada y Segura. •• DO NOT exceed maximum stack heights in table & • rlgtte•• Refer to BCSI-B4•** for more information. e • NO exceda las alturas mbximas de mont6n. Vea eV resumen BCSI-B4**` para mas informaci6n. • • • •• • 0. M•xereee Stack Heigr• 111br Materialen Trusses'' Material Hei ht • Gypsum Bo&d • 12" (305 m Plywood or QSB 16" (406 mm) Asph#lt Shingly 2 burililise Congate Block 8" (20Z rem) Clay Ti* e e 3-4 file, high 1. Based erfruselive load of 40 lost or greater. For other conditions, contact a Registered Design Professional. ,. 2. Install stacks of materials as quickly as possible. NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. NUN" apile lost matenafes cerca de un pica, a Centro de la luz, en cantilevers o aleros. DO NOT overload small groups or single trusses. NO sobrecargue pequehos grupos o trusses individuates. AQ Q Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses come sea posible. Q Position loads over load bearing walls. Coloque las cargas sobre las parades soportantes. Alterations - Afteraciones FATOTM Refer to BCSI-B5.*** Uea at resumen BCSI-B5. *** Truss bracing not shown for clarity. DO NOT cut, alter, or drill any structural member of a truss unless - rate specifically permitted by the truss design drawing. llbt�� NO torte, altere o perfore ningun miembro estructural de un truss, a manes que este especificamente pemlitido an el dibujo del diseno del truss. Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construccOn o han side alterados sin la autor- izaci6n previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantla limitada del Fabricante de Trusses. -Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capabi rty to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in some aspect of the construction project, it should seek assistance from a competent parry. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling. installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, Boors, roofs and all the interrelated structural building components as determined by the contractor. Thus. SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained -jhemij■nn.. r-J ,\_ SBCATRUSS PLATE INSTITUTE 6300 Enterprise Lane - Madison, WI 53719 218 N. Lee St., Ste. 312 -Alexandra, VA 22314 608-274-4949 - sbcinduslry.com 703-683-1010 • tpinsl.org