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Permits 1435 Linkside Dr (vault folder) ADDRESS BUILDING PERMIT NUMBER INSPECTIONS: FOOTING UNDER SLAB PLUMBING � � SLAB FRAMING COVER-UP - INSULATION - FINAL BUILDING CERTIFICATE OF OCCUPANCY ELECTRICAL PERMIT # // ly'S� INSPECTIONS ROUGH FINAL f- 7' MECHANICAL PERMIT # �� PLUMBING PERMIT # NOTES: Simpson Strong-Tie 22-16d \ i i zatA O DOUBLE SHEAR NAILING s i Q 1r 'NOTE' REF, ENG. FO9.6-16d TRUSS v+ PLACEMENT 7~E x \ " 11/211 HANGER DOWNLOAD UPLIFT >r1A 5 -, THA418 2830# 1 15500 H20 a a LO � ¢ VRI a L N 6UILM/ FUMMTON51I3ILITY rc�. O F7 fO WR fO 5l&V50N CATALOGUE FOr cy) —C3 ' COMM IN MLMON GUIDELINE5, � ! Ll— C F6 , co REAM PY _ ALL NAS 5 f0(3E SUpI'I IED 13Y DUMP, .� cry Fsm3N 1- e1u vE� W N i. " C MM THI5 LAYOUT 15 INTFM USE � F3 O 0- ENDED A5 A GUIDE fO TRU55 FtAaM W ANV 0EAM51 s 2- 2-KY 16"LW ,� m LOCOON OF CONNEC095. Fz W f;EM fO ENGINEEW9 RAWN65 FOr; �� o I'KOt'Et;11;U55 I'I AGEMENT AND INF01'MAT10N't N F2 F9Irz N M6WIN6 INDMRK TMJ55E5. v /� (�� / \ ^�I In 0 01 UD F1 O \ _ M \ v7 O KAM-I --_—_-- 21,-4" CD V m HSHEET FLOOR FRAMING PLANNOT TO SCALE 01-27-1995 ' TJBeam(TM) Page 1 of 1 TJBF.A1MA v4.20 sn:214010183 1111 HOLMES LUMBER COMPANY 6550 ROOSEVELT BLVD JACKSONVILLE, FL 32244 Phone: 904-772-6100 904-772-1973 (fax) ------------------------------------------------------------------------------------------------------------------------ Name: DICK GOULD Project Name: Page Title: SEAM-1 Based on ALLOWABLE STRESS DESIGN ( ASD ) SBCC building code for TJM products available through Distribution ------------------------------------------------------------------------------------------------------------------------ Application........ Floor - Res. Deflection Criteria (MR) Member Use................. Beam Load Classification....... Floor LL Defl TL Defl Member Top Slope(in/ft)... 0.000 Load Duration Factor....... 1.00 Span 1 L/360 L/240 Roof Slope(in/ft)......... moo Live Load(psf) ............. 40.0 Floor Decking............... N/A Dead Load(psf)............. 15.0 Repetitive Member Use....... N/A Partition Load(psf) ....... 110.0 Reinforced Overhangs........ N/A Tributary width(,--) .... 1- 0.00 LOAD: Class LDF Begin End Live Load Dead Load Comment 1 Unif(plf) Roof 1.33 01- 0.00" 101- 8.00" 165 94 Add 2 Conc(lb) Roof 1.33 101- 8.00" 640 360 Add 2 Pcs of 1 . 7511 x 16" MICRO=LAM(R) ES LVL 2 . 0E 21'- 4.00" ------------------------------------------ S I 2 E A N A L Y S I S - A S D ----------------------------------------- IMPORTANTI The analysis presented below is output from software developed by Trus Joist MacMillan(TJM) . TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Note: See Residential Products Reference Guide for multiple ply connection. Maximum Design Allowable Control Shear(lb) 4497 3911 < 13889 355% LT. and Span 1 under Roof loading Moment(ft-lb) 23008 23008 < 46554 202% MID Span 1 under Roof loading Live Defl.(in) 0.355 < 0.711 L/722 MID Span 1 under Roof loading Total Defl.(in) 0.799 < 1.067 L/320 MID Span 1 under Roof loading Span 1 Max. Reaction Total(lb) 4497 3116 Live(lb) 2067(R1.33) 1187(R1.33) Crt. Reaction Total(lb) 4497 2356 Live(lb) 2067(R1.33) 427(F1.00) Required Brg. Length(in) 3.02(W) 2.09(W) Max. Unbraced Length(in) 32 Copyright (c) 3.993 by Trus Joist MacMillad, a limited partnership, Boise, Idaho. MICRO-LAM(R) is a registered trademark of Trus Joist MacMillan. TJBeam(TM) is a trademark of Trus Joist MacMillan. 01-27-1995, ' TJBeam (TM) Page 1 of 1 TJBEAMA v4.20 sn:214010183 1111 HOLMES LUMBER COMPANY 6550 ROOSEVELT BLVD JACKSONVILLE. FL 32244 Phone: 904-772-6100 904-772-1973 (fax) ------------------------------------------------------------------------------------------------------------------------- Name: DICK GOULD Project Name: Page Title: BEAM-2 Based on ALLOWABLE STRESS DESIGN ( ASD ) SBCC building code for TJM products available through Distribution ------------------------------------------------------------------------------------------------------------------------ Application........ Floor - Res. Deflection Criteria (MR) Member Use................. Beam Load Classification....... Floor LL Defl TL Defl Member Top Slope(in/ft)... 0.000 Load Duration Factor....... 1.00 Span 1 L/360 L/240 Roof Slope(in/ft)......... 0.000 Live Load(psf) ............. 40.0 Floor Decking............... N/A Dead Load(psf) ............. 15.0 Repetitive Member Use....... N/A Partition Load(psf)....... 110.0 Reinforced Overhangs........ N/A Tributary Width('-").... 1- 0.00 LOAD: Class LDF Begin End Live Load Dead Load Comment 1 Unif(plf) Floor 1.00 0'- 0.00" 9'- 4.00" 318 112 Add 2 Unif(plf) Roof 1.33 01- 0.00" 9'- 4.00" 752 423 Add 2 Pcs of 1. 75" x 16" MICRO=LAM(R) ES LVL 2 . 0E 9'- 4.00" - ------------------------------------------ S I Z E A N A L Y S I S - A S D ----------------------------------------- IMPORTANTI The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Note: See Residential Products Reference Guide for multiple ply connection. Bearing length exceeds 3.5 inches at bearing 1, 2 Maximum Design Allowable Control Shear(lb) 8332 5952 < 13889 233* LT, end Span 1 under Roof loading Moment(ft-lb) 19442 19442 < 46554 239* MID Span 1 under Roof loading Live Defl. (in) 0.104 < 0.311 L/999* MID Span 1 under Roof loading Total Defl. (in) 0.168 < 0.467 L/668 MID Span 1 under Roof loading Span 1 Max. Reaction Total(lb) 8332 8332 Live(lb) 5180(R1.33) 5180(R1.33) Required Brg. Length(in) 5.60(W) 5.60(w) Max. Unbraced Length(in) 32 Copyright (c) 1993 by Trus Joist MacMillan a limited partnership, Boise, Idaho. MICRO-LAM(R) is a registered trademark of Trus Joist MacMillan. TJBeam(TM) is a trademark of Trus Joist MacMillan. 01-27-199k ' TJBeam(TM) Page 1 of 2 TJBEAMA v4.20 sn:214010183 1110 HOLMES LUMBER COMPANY 6550 ROOSEVELT BLVD JACKSONVILLE, FL 32244 Phone: 904-772-6100 904-772-1973 (fax) ------------------------------------------------------------------------------------------------------------------------ Name: DICK GOULD Project Name: Page Title: GAR OR HOR Based on ALLOWABLE STRESS DESIGN ( ASD ) SBCC building code for TJM products available through Distribution ------------------------------------------------------------------------------------------------------------------------ Application......., Floor - Res. Deflection Criteria (MR) Member Use................. Beam Load Classification....... Floor LL Defl TL Defl Member Top Slope(in/ft).., 0.000 Load Duration Factor....... 1.00 Span 1 L/360 L/240 Roof Slope(in/ft)......... 0.000 Live Load(psf) ............. 40.0 Floor Decking............... N/A Dead Load(psf)............. 15.0 Repetitive Member Use....... N/A Partition Load(psf)....... 110.0 Reinforced Overhangs........ N/A Tributary Width('-") .... 1- 0.00 LOAD: Class LDF Begin End Live Load Dead Load Comment 1 Conc(lb) Roof 1.33 51- 0.00" 2434 1369 Add TS 2 Conc(lb) Floor 1.00 61- 0.00" 1187 1929 Add SEAM-1 3 Unif(plf) Roof 1.33 01- 0.00" 51- 0.00" 150 85 Add 4 Unif(plf) Floor 1.00 51- 0.00" 151-12.00" 444 156 Add 5 Unif(plf) Roof 1.33 5'- 0,00" 141- 0.00" 220 123 Add 6 Conc(lb) Roof 1.33 14'- 0,00" 1277 719 Add Copyright (c) 1993 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. MICRO-LAM(R) is a registered trademark of Trus Joist MacMillan. TJBeam(TM) is a trademark of Trus Joist MacMillan. 01-27-199%, TJBeam(TM) Page 2 of 2 TJBEAMA v4.20 sn:214010183 1110 HOLMES LUMBER COMPANY 6550 ROOSEVELT BLVD JACKSONVILLE, FL 32244 Phone: 904-772-6100 904-772-1973 (fax) 3 Pcs of 1. 75" x 16" MICRO=LAM(R) ES LVL 2 . 0E - 161- 0.00" ------------------------------------------ S I Z E A N A L Y S I S - A S D ----------------------------------------- IMRTANT I The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Note: See Residential Products Reference Guide for multiple ply connection. Bearing length exceeds 3.S inches at bearing 1, 2 Maximum Design Allowable Control Shear(lb) 11957 10906 < 20834 191% RT. and Span 1 under Roof loading Moment(ft-lb) 53409 S3409 < 69832 131% MID Span 1 under Roof loading Live Defl. (in) 0.427 < 0.533 L/450 MID Span 1 under Roof loading Total Defl. (in) 0.743 < 0.800 L/258 MID Span 1 under Roof loading Span 1 Max. Reaction Total(lb) 10831 11957 Live(lb) 6011(R1.33) 7141(R1.33) Required Brg. Length(in) 4.85(W) 5.36(W) Max. Unbraced Length(in) 32 Copyright (c) 1993 by Trus Joist MacMilian, a limited partnership, Boise, Idaho. MICRO-LAM(R) is a registered trademark of Trus Joist MacMillan. TJBeam(TM) is a trademark of Trus Joist MacMillan. Job: 4- 9 T Fi 21-3-12 SY42 THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS S SUBMITTED BY TRUSS MFR. TOP CHORD 02 SP /2 N REFER TO DRAWING A150 FOR TYPICAL PLATE LOCATIONS. 80T CHORD 02 SP 01 Oense :82 4x2 SP 12 W. WEBS 4x2 SP /3 RECOMMENDED CAMBER TOP AND BOTTOM CHORDS 3/8' AT MIDSPAN. THIS TRUSS SPACED 6 24.00' O.C. IS DESIGNED TO SUPPORT + 2X6 13 HEM-FIR OR BETTER CONTINUOUS STRONGBACK. ATTACH ADDITIONAL CONCENTRATED LOAD AT LEFT ENO FROM 8.00• STUD TO EACH TRUSS WITH 3-10d NAILS. STRONGBACK MATERIAL TO WALL 113.75 PSF) SUPPORTING 21-04-00 SPAN ROOF TRUSSES BE SUPPLIED 8Y ERECTION CONTRACTOR. WITH 02-00-00 OVERHANG. ROOF LOAD IS 30.00 PSF LIVE AND 17.00 PSF DEAD. NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN. IT CANNOT BE USED ' UPSIDE DOWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR. CONTRACTORS WARNING: THIS TRUSS IS DESIGNED TO BEAR AND/OR SUPPORT ADDITIONAL LOADS AT SPECIFIC LOCATIONS. PARTICULAR CARE IS ADVISED DURING INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. v 1419! T +�= 21 '3"12 1x4 (R) �---- 9'6" m--�-- 10' 1" 12 ---'� XB 4X10 4X X4 3X3 JX4 3X3 3X3X4 4X5 4X 1 .• + ,T- X3X5 3X4 3RM 3X3 3kM 4X 2011" 12 XG W=HS2512 2X 21 '3"12 - 21 '3•' 12 R=2578# W=3"8 R=1186# W=3•'8 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY - 6 TOTAL - 6 REV. 17.2m SCALE7-069500 ALv]HE ENGINEETED PTra01x li IMc. TRUSSES REGUIRE EXTREME CARE 01/27/95 TC LL 40 .0 0 PSF REF t *IMPORTANT**BHALLNGTBE1TEPONS]LEFOII ANY ARNING IN HANDLING, ERECTION ANG DEVIATION FRaI INIS OESIGN OR THESE SPECIEICAi]ONS, OR TINY BiIALTNG. SEE HIB-9! BY iP], BEE 1NI5 DESIGN ellE TC DL 1O.0 PSF DATE 01/27/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OST8B BY TPI. FOR ADDITIONAL SPECIAL PERMANENT 8RACING RE C�ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM WIREMENTS. UNLESS OTHERWISE INDICATED. TOP - - BC DL 5•0 PSF ORWGM+6 GR B EXCEPT AS NOTED. APPLY CONNECTORS i0 EACH FACE OF L/gR0 SHALL BE LATERALLY BRACED WITH PROPER - - 0 .0 PSF RAG TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORDBC LLCONNECTORS PER DRAWINGS 130, 150 L IGOA-F, DESIGN STAMOAROS WITH PROPERLY ATTACHED RIGID CEILING -- SEE - = TOT.LD. 55•0 PSF D�A LEN. 2 1-3-12 CONFORM M/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/8/) FOR PROPER '�SEAL ON NNIS DRAWING APPLIES 10 THE COMPONENT DEPICTED NERE ORYMALI APRICAiION. fURNISN A COPY OF iN75 � DUR.FAC. IN ONLY. AND SHALL NOT BE RELIED UPON 1N ANY OTHER WAY. DESIGN 10 THE TRUSS ERECTION CONTRACTOR. .�` `__. --Ill - T-S P,ATF iNST1nnT Nn5 - i4gl NATT-Al nF^Tn.N nTn, rnnnN r—Nunn 1,PA('TNr Tl.nr- S V 4? Job' (4-3609)—LOT F217'8 Y4 GIRDER THIS OWG. PREPARED FROM COMPUTEQ INPUT LOA IMENSIONS SUBMITTED Y TRUSS MFR.. TOP CHORD 4x2 SP /2 N REFER TO DRAWING A150 FOR TYPICAL PLATE LOCATIONS. BOT CHORD 4x2 SP I1 OenSe NESS 4x2 SP /3 THIS TRUSS SPACED 0 24.00' O.C. IS DESIGNED TO SUPPORT ADDITIONAL CONCENTRATED LOAD AT LEFT ENO FROM 8.00' STUD WALL (13.75 PSF( SUPPORTING 21-04-00 SPAN ROOF TRUSSES s 2X6 13 HEM-FIR OR BETTER CONTINUOUS STRONGBACK. ATTACH WITH 02-00-00 OVERHANG. ROOF LOAD IS 30.00 PSF LIVE AND TO EACH TRUSS WITH 3-1Od NAILS. STRONGBACK MATERIAL TO 17,00 PSF DEAD. BE SUPPLIED BY ERECTION CONTRACTOR. NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN. IT CANNOT BE USED CONTRACTORS WARNING: UPSIDE DOWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR. THIS TRUSS IS DESIGNED TO BEAR AND/GR SUPPORT ADDITIONAL LOADS AT SPECIFIC LOCATIONS. PARTICULAR CARE 15 ADVISED DURING INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. 14191 (--2'6- 17'8" --2'6"17'8" r L 9,6" 4.8" t- 44X4 X X X X X4 !X4 (R) 4X5 5X 1 TX T.4. t 1'4` 4X X i 3X3X X X 4X 8' 17'4" q 8 3X4 3X (k 17'8" 17.8" R=2377+ W=3"8 R=1864/ W=3"8 PLT.-TYP.-ALPINE DESIGN CRIT-TPI OTY TOTAL - 2 REV 17.2m SCAL 740 3750 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 0(/27/95 TC LL 40.0 PSF REF XIMPORTANT*X SHALL NOT BE RESPONSIBLE FDR ANY ARNING IN HANDLING. ERECTION AND AH1aNH DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, 04 ANY BRACING. SEE M18-91 BY FPI. SEE THIS DESIGN A^TC DL 10.0 PSF DATE 01/27/95 tNEFAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH QSiBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING REALPIALPI [ONNECIfxT3 ARE MAGE OF 2OGA GALY. STEEL MEFT}NG AS/M OUTAEMEN/4. UNLESS OfNfRWtSE INOICATEO, lOP BC D1„ 5.0 PSF DR1��7AAIB GR B EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER W TRUSS AND LESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHOTID _ 6C LL 0 .0 PSF RAG CONNECTORS PER DRN 5606 AWINGS 130, 150 G ISOA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE - STATE OF jO T.LD. 55.0 PSF O�A LEN. 17-13-0 CONFORM W/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/91) FOR PROPER SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS L D RI0 F Q'. DUR.FAC. 1 .00 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY, DESIGN 10 THE TRUSS ERECTION CONTRACTOR. INEE0�'"` ..--TPI - 1M11 PI ATC INCj Tl r' N1r1C . Tool a�a rir..r� ",T 'nt^l H..in•� nn ..inn �.. /�Tlr.. , CfIAf TtAr, r'1 n" t\•(,t- C.x/47 Job: 4- T F3 17-6SY42 THIS DWG. PREPARED FROM COMPUTER INPUT L AD DIMENSIONS) U M TTE Y TRUSS MFR. TOP CHORD 4x2 SP /2 N REFER TO DRAWING A150 FOR TYPICAL PLATE LOCATIONS. BOT CHORD 4x2 SP 01 Dense WEBS 4x2 SP 13 RECOMMENDED CAMBER TOP AND BOTTOM CHORDS 1/4' AT MIOSPAN. THIS TRUSS SPACED0 24.00' O.C. IS DESIGNED TO SUPPORT + 2X6 03 HEM-FIR OR BETTER CONTINUOUS STRONGBACK. ATTACH ADDITIONAL CONCENTRATED LOAD AT LEFT END FROM 8.00' STUD TO EACH TRUSS WITH 3-10d NAILS. STRONGBACK MATERIAL TO WALL 113.75 PSF) SUPPORTING 21-04-00 SPAN ROOF TRUSSES BE SUPPLIED BY ERECTION CONTRACTOR. WITH 02-00-00 OVERHANG. ROOF LOAD IS 30.00 PSF LIVE AND 17.00 PSF DEAD. NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN. IT CANNOT BE USED UPSIDE DOWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR. CONTRACTORS WARNING: THIS TRUSS IS DESIGNED TO BEAR AND/OR SUPPORT ADDITIONAL LOADS AT SPECIFIC LOCATIONS. PARTICULAR CARE IS ADVISED DURING INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. A 14191 4---2'6 �- 17'8 9'6" 1 ,8" 6 6" --I 4 10 3X5x x4 1X4 3X4X 4X4 x 1'4' + VNZ'�� 1'4• 1 8 4X X X X X4 X4 4X 1. 17.4" 4 P8 2X4 17'8" - -� 17'8" R=2377# W=3"8 R=986# W=3"8 TAG T4 SEG: 7407 PLT. TYP.-ALPINE DESIGN CRIT-TPI OTY - 3 T TAL - 3 REV. 17.2m SCALE -0.1750 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REWIRE EXTREME CARE 01/'27/95 TC LL 40 .0 PSF REF *I MPOR T A N T TELE SHALL NOT BE RESPONSIBLE FOR ANY ARN I NG IN HANDLING. ERECTION AND 1111' TC OL 10.0 PSF DATE 01/27/95 \`;JU DEVIATION FROM THIS DESIGN OR i/E5E SPECIFICATIONS. OR ANY BRACING. SEE HI0-91 BY TPI. SEE THIS DESIGN 111 '+T�� (1 U FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH OSIBB BY TPI, FOR ADDITIONAL SPECIAL PERMANENT BRACING RE T - ©\\\\1\/�_ ALPINE CONNECTORS ARE MADE OF 20GA DALY. STEEL MEETING ASTM GUIREMENTS. UNLESS OTHERWISE INDICATED. IOP - - 8C DL 5.0 PSF ORWG A448 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER "J\ TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSIYION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD - 06 '- BC LL 0 .0 PSF RAG CONNECTORS RIGID CEILING -^ SEE STATE OF TECTORS PER DRAWINGS 130. 130 C IGOA-F, DESIGN STANDARDS MLI"PROPERLY A/(ACTOT.LD. 55.0 PSF O/A LEN, 17-8-0 CONFORM W/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/90 FOR PROPER SEAL ON THIS OnAWTNG APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS �0 F10 Q' DUR.FAC. 1 .00 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY, IOESIGN IO THE TRUSS ERECTION CONTRACTOR. INEE 'l� A-_-1P1 . TS "ATF TNST�THTF Nn% - 1501 NATTn-, RFS1r,N�,rrlrlr.TlnH Fl.. 1r—'Tn��ITr ''Arrrr�� •--r11 1 �PArTN(. ?4 ,\n r" TVfIT' q V 4? 1hr5 Job: 4- 9 F4 15-8-8 SY42THIS OWG. PREPARED FROM COMPUTER NPUT tLOAZ r* DIMENSIONS) SUBM TTED BY TRUSS MFR. TOP CHORD 02 SP Q N REFER TO DRAWING A150 FDA TYPICAL PLATE LOCATIONS. BOT CHORD 4x2 SP /1 Dense WEBS 4 x 2 SP 43 THIS TRUSS SPACED 0 24.00" O.C. IS DESIGNED TO SUPPORT ADDITIONAL CONCENTRATED LOAD AT LEFT ENO FROM 8.00' STUD WALL 113.75 PSF) SUPPORTING 21-04-00 SPAN ROOF TRUSSES i 2X6 93 HEM-FIR OR BETTER CONTINUOUS STRONGBACK. ATTACH WITH 02-00-00 OVERHANG. ROOF LOAD IS 30.00 PSF LIVE AND TO EACH TRUSS WITH 3-10tl NAILS. STRONG8ACK MATERIAL TO 17.00 PSF DEAD. BE SUPPLIED BY ERECTION CONTRACTOR. NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN. IT CANNOT BE USED CONTRACTORS WARNING: UPSIDE DOWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR. THIS TRUSS IS DESIGNED TO BEAR AND/OR SUPPORT ADDITIONAL LOADS AT SPECIFIC LOCATIONS. PARTICULAR CARE IS ADVISED DURING INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. A 1419# t -- 9,6" 1 1 '7" 4.7„8 ` 4X10 3X4X X 4 4X4 3X4 4X6 11 3X 1'4' 1'4' 4X 3 X 3 X X 2X4Xe • 15'8"B 4X8 4X4 2X4 �- - 15'8"8 R=2269# W=3"8 R=878# W=3" I TAG T1 SEO: 74097 PLT. TYP.-ALPINE DESIGN CRIT-TPI OTY - 1 TOTAL - i REV. 17.2m SCALE -0.3750 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REGUIRE EXTREME CARE p i/2 7/95 TC LL 40 .0 PSF REF *I MPGR T ANT**SHALL NOT BE RESPONSIeL[ FGR ANY ARN I NG IN HANOLING, ERECTION AND 1111j DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN as E TC DL 10.0 PSF DATE 01/27/95 � � FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT 9RACING RE PE5.0 PSF DRWG O ALPINE CONNECTORS Ix/ ECIORS ARE MAGE OF 20GA GALV. STEEL HEELING ASiN IREMENTS. LESS OTHERWISE INDICATED. IOP — — HC OL A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROR — 5606 TRUSS AND(KESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD — W 8C LL 0 .0 PSF R A G �\ 1)CONNECTORS PER DRAWINGS 130, 150 C 1&OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE _ STATE OF TOT.LO. 55.O PSF D�A LEN. 15-8-8 V CONFORM W/APPLICABLE PROVISIONS OF NDS C IPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/9FOR PROPER SEAL ON 1141S DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS D RIO Q ` OUR.FAC. IN ONLY, AFD SHALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN 70 THE TRU55 ERECliOH CDNiAAC10R. INEE aaa �Y /Y�� `' •--1P1 " TMAS PTAIE INS111111F N95 7_1191 NATTONAI OESTON SPFCTF1CATiON Fr)p M000 FONSTO,,rTj0N ',,A��i„��aa a SPAC'TNf; 24,01, TYPE S {42 Job: 4- 09 T F 21-0-8 Y4 THIS OWG. PREPARED FROM COMPUTER INPUT tLOA0§ & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 02 SP 02 N REFER TO DRAWING A150 FOR TYPICAL PLATE LOCATIONS. BOT CHORD 02 SP i1 Dense :B2 4x2 SP 02 N. WEBS 4x2 SP 03 RECOMMENDED CAMBER TOP AND BOTTOM CHORDS 3/8' AT MIOSPAN. THIS TRUSS SPACED 0 24.00' D.C. IS DESIGNED TO SUPPORT 2X6 /3 HEM-FIR OR BETTER CONTINUOUS STRONGBACK, ATTACH ADDITIONAL CONCENTRATED LOAD AT LEFT END FROM 8.00' STUD TO EACH TRUSS WITH 3-10d NAILS. STRONGBACK MATERIAL TO WALL (13.75 PSFI SUPPORTING 21-04-00 SPAN PAW TRUSSES BE SUPPLIED BY ERECTION CONTRACTOR. WITH 02-00-00 OVERHANG, ROOF LOAD IS 30.00 PSF LIVE AND 17.00 PSF DEAD. NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN. IT CANNOT BE USED UPSIDE DOWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR. CONTRACTORS WARNING: THIS TRUSS IS DESIGNED TO BEAR AND/OR SUPPORT ADDITIONAL LOADS AT SPECIFIC LOCATIONS. PARTICULAR CARE 15 ADYISEO DURING INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. 1 14191 N �- 21 '0"8 9'6" m--}------ 910"8 _T3X8 4X]0 4X X4 3X3 IX4 3X3 3X3X4 4X5 4X 1.4 + 4X 3X5 3X3X 1X4 X 4X 4X e 21 .0"8 IX8 3X3 W=HS2512 2X5 NI 21 .0"e R=2563# W=3"8 R=1171# W=3" TAG T6 SED: 74086 PLT. TYP.-ALPINE DESIGN CRIT-TPI OTY - 3 TOTAL - 3 REV. 17.2m SCALE 0.2500 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REWIRE EXTREME CME 01/27/95 TC LL 40.0 PSF AEF XIMPORTANT)ENE SHALL NOT BE RESPONSIBLE FDR ANY A RN I NG IN HANDLING. ERECTION ANDOEVIAIION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIO-91 BY 1P1. SEE THIS DESIGN X11 j111i '/j� TC DL 10•0 PSF DATE 01/27/95 OS FAILURE TO WILD THE TRUSS IN CONFORMANCE MIM OSIB8 BY TPI. FOR ADDITIONAL SPECIAL PE191AtENT BRACING RE ` � FALPINE CONNECTORS ARE MADE OF 200A GALY- STEEL MEETING ASTM WIRENENI9. UNLESS OTHERWISE INDICATED. IOP BC DL 5•0 PSF DRWG lot AAAB GR 8 EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH fACE QiCHORD SHALL BE LAIERALLY BRACED WITH PROPER 5606D 0 PSF RAG TRUSS ANO U LESS OTHERWISE LOCATED OH THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEAIHING, BOTTOM CHOW - BC LLCONNECTORS PER DRAWINGS 130. 150 G IGOA F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIG10 CEILING --SEE STATE OF TOT.LD. 55.0 PSF D/A LEN. 21-0-8 CONFORM"/APPLICABLE PROVISIONS TF HOS C TPI. M ENGINEER'S ALPINE TECHNICAL UPDATE 11/1/911 FOR PROPER 1` P` SEAL ON THIS DRAWING APPLIES 10 114E COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS ' �. �ORIo Q ; DUR.FAC. 1 .00 IN ONLY, AND SHALL NOT BE RELIED UPON IN MY OTHER WAY. I DESIGN TO THE TRUSS ERECTION CONTRACTOR. INEEa`' --TPI -- TR SS PLare INST TOTE NDS • 1991 NATIONAL (E�SLct SPECIFICAIION FOR MOOD CONSTnUT:TION 1111. SPACING 24.0" T YPF S)`' 42 Job: (4-3609) T '7 SY42THIS OWG. PREPARED FROM COMPUTE INPUT (LOA01 r, QIMENSIONSIUBM TIED BY TRUSS MFR. TOP CHORD 02 SP 02 N REFER TO DRAWING A150 FOR TYPICAL PLATE LOCATIONS. BOT CHORD 4x2 SP I1 Dense WEBS 4x2 SP 13 THIS TRUSS SPACED 0 24.00' O.C. IS DESIGNED TO SUPPORT ADDITIONAL CONCENTRATED LOAD AT LEFT END FROM 8.00' STUD WALL 113.75 PSF) SUPPORTING 21-04-00 SPAN ROOF TRUSSES 2X6 03 TEM-FIR OR BETTER CONTINUOUS STRONGBACK. ATTACH WITH 02-00-00 OVERHANG. ROOF LOAD IS 30.00 PSF LIVE AND TO EACH TRUSS WITH 3-100 NAILS. STRONGBACK MATERIAL TO 17.00 PSF DEAD. BE SUPPLIED BY ERECTION CONTRACTOR. NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN. IT CANNOT BE USED CONTRACTORS WARNING: UPSIDE DOWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR. THIS TRUSS IS DESIG14EO TO BEAR AND/OR SUPPORT ADDITIONAL LOADS AT SPECIFIC LOCATIONS. PARTICULAR CARE IS ADVISED DURING INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. a 1419* L 2,6„ t- 15.71, -� 4.7„ X10 3X4X X X4 4X4 3X4 3X5 XIA-4 Irl, 1 4- E% 1-4 X X X �8 X X X6 15'3" 4 8 4X4 2X4 15'7" 15'7 R=2263# W=3"8 R=871# W=3"8 TAG - T7 ggEG: 74 PLT. TYP.-ALPINE DESIGN CRIT-TPI tiTY i TOTAL - REV. 17.2m SCAL -00".S750 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES HEBUIRE EXTREME CARE 01/27/95 TC LL 40 .0 PSF REF *IMPORTANTII*SHALL NOT BE RESPONSIBLE FOR AMY ARNING IN HANDLING. ERECTION AND DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN t CONFORMANCEM. TC OL 10.0 PSF OATS 01/27/95 L �FAILURE 10 eUllO T1f TW55 1N CORMANCE YITN OSTBB BY . FDR ADDITIONAL SPECIAL PERMANENT BRACING RE , /�ALPINE CONNECTORS ARE MADE OF ZOGA GALY. STEEL MEETING ASTM OUIREMENIS. ULESS OTHERWISE INDICATED. IOP - BC DL 5.0 PSF QRWGOAA4B CA B EXCEPT AS NOTED. APPLY CMECIORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 5606 TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEAIHtNG. BOTTOM CHORD IT - BC LL 0 .O PSF RAG CONNECTORS PER DRAWINGS 130. 150 G ISOA r. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING --SEENF /ATE - STATE OF TOT.LD. 55.0 p$F 0/A LEN. 15-7-0 CONFORM MPPLICABLE PROVISIONS OF NOS G TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER �ORID �: 1 .00 SEAL ON iN15 DRAWING APPLIES TO LCOMPONENT DEPICTED HERE DRYWALL APDL ICA{10N. FURNISH A COPY OF 1Hi4 Q ` IN ONLY. AND SHALL NOT BE RELIED IKON IN ANY OTHER MAY, DESIGN 10 THE TRUSS ERECTION CONTRACTOR. WEER`', c rUr an n' Job: 4- T I F7 -3-12 SY42 THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 4x2 SP 11 N REFER TO DRAWING A150 FOR TYPICAL PLATE LOCATIONS. BOT CHORD 02 SP I1 Dense WEBS 02 SP /3 THIS TRUSS SPACED Q 24.00' Q.C. IS DESIGNED TO SUPPORT ADDITIONAL CONCENTRATED LOAD AT LEFT END FROM 8.00' STUD WALL (13.75 PSF) SUPPORTING 21-04-00 SPAN ROOF TRUSSES 4 2X6 /3 HEM-FIR OR BETTER CONTINUOUS STRONGBACK. ATTACH WITH 02-00-00 OVERHANG. ROOF LOAD IS 30.00 PSF LIVE AND TO EACH TRUSS WITH 3-100 NAILS. STRONGBACK MATERIAL TO 17.00 PSF DEAD. BE SUPPLIED BY ERECTION CONTRACTOR. NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN. IT CANNOT BE USED CONTRACTORS WARNING: UPSIDE DOWN. TOP OF TRUSS #UST BE MARKED BY TRUSS FABRICATOR. A THIS TRUSS IS DESIGNED TO BEAR AND/OR SUPPORT ADDITIONAL LOADS AT SPECIFIC LOCATIONS. PARTICULAR CARE IS ADVISED DURING INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. b 1419# �- -2 6- 15'3"12"15'3"12 9 6" 1 18 H1 4 1"12 -� T 4 10 3X4 3X3 3X3X4 IX4 3X5 3X6 X141— 1'4' lm p X X VN 3X X 4 X biFl8 15'3"12 4X8 2X4 I- 15'3"12 R=2248# W=3"8 R=856# W=3" TAGTgg SEO: 74100 PLT.-TYP.-ALPINE DESIGN CRIT=TPI OTY = 4 TOTAL - 4 REV. 17.2m SCALE -0.3750 ALPINE ENGINEERED PROMICTS. INC. TRUSSES REWIRE EXTREME CARE 01/27195 TC LL 40.0 PSF REF t *IMPORTANTXX SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION ANO DEVIATION FROM THIS DESIGN OR MESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN T�T�, �t�i� TC OL 10 .0 PSF DATE 01/27/95 FAILURE f0BUILD TIE TRUSS IN CONFORMANCE WITH OSIBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT GRACING RE vALPINE CONNECTORS ARE MADE OF 20GA GALY. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP - - BC DL 5.0 PSF DRWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 5606 TRUSS AND LP&ESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD 1, BC LL 0 0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C ISOA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE of = Tot.L0. 55.0 pSF ��A LEN.DRAWING -3-12 CONFORM M/APPLICABLE PROVISIONS OF NOS c TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/91) FOR PROPER - �DR10� Q P: 15 SEAL ON THIS DRAWING APPLIES 70 (HE COMPONENT DEPICTED WERE DRYWALL APPLICATION. FURNISH A COPY OF THIS F DUR.Fac i .00 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN TO THE TRUSS ERECTION CONIRACTOR. INE �T• !� -TPI iRlSS RARE INStITIIfF,._. NRS 1991 NATION AI DESIGN SPFCIFIf.ATION FOR WPOR(•nN5TP1�TIf`N �IHllll�lll` SPA('TNp 24 "" TV�� sv42 Job' (4-3609) T FS 1-8 SY42 THIS M PREPARED FROM COMPUTE5 INPUT JLOADS & DIMENSIONS) SUBMITTED Y TRUSS MFR, TOP CHORD 4x2 SP 02 N REFER TO DRAWING A150 FOR TYPICAL PLATE LOCATIONS. BOT CHORD 4x2 SP 12 N WEBS 4x2 SP 13 THIS TRUSS SPACED Q 24.00' O.C. IS DESIGNED TO SUPPORT ADDITIONAL CONCENTRATED LOAD AT LEFT ENO FROM 8.00' STUD WALL (f3.75 PSF) SUPPORTING 02-00-00 SPAN ROOF TOSSES NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN. IT CANNOT BE USED WITH 01-00-00 OVERHANG. ROOF LOAD IS 30.00 PSF LIVE AND UPSIDE DOWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR. 17.00 PSF DEAD. CONTRACTORS WARNING: THIS TRUSS IS DESIGNED TO BEAR AND/OR SUPPORT ADDITIONAL LOADS AT SPECIFIC LOCATIONS. PARTICULAR CARE IS ADVISED DURING INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. a 432# -� 1 3X6 PN fX4 i 3X4 T a s Q Q r-1 r•1 ;3X 9 2X �_ 1 '8" -- ] R=507# W=3"8 R=1080 W=3" PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY . 8 TOTAL - 8 REV. 17.2m STACALE7-0. 5000 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES TEOUTAE EXTREME CARE 0 1/2 7/95 TC LL 40 .0 PSF REF *IMPORTANT*)(SHALL NOT 6E RESPONSIBLE FOR ANYWARNING IN HANDLING. ERECTION AND �n 'llll� - TC OL 10.0 PSF DATE 01/27/95 �JU DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY M. SEE THIS DESIGN �T♦ E (l FAILURE 10 BUILD 111E TRUSS IN CONFORMANCE N11H D$LBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING FIE _ , v� - ALPINE CONNECTORS ARE "ADE OF 20GA GALY. STEEL MEETING ASTM WIREMENTS. UNLESS OTH�ERMISE INDICATED. TOP _ - BC OL 5 0 PSF ORwG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHOR 85606 BC LL 0 .0 PSF RAG CONECTORS PER DRAWINGS 130. 1509 tSOA-F. DESIGN SIANDAROS WITH PROPERLY ATTACHED RIGID CEILING -- SEE - STATE OF TOT .LO. 55.0 PSF O/A LEN. 1-13-0 CONFORM W/APPLICABLE PROVISIONS OF NOS S TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/91) FDR PROPER T D RlO* P - SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS �. Q• DUR.FAC. IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. � _.. ._..�. •—rPT rn•rt n,•rF ,Ht,nnrr .,nv Inn. ..,1n+r. nr¢,n" •.�r�,..r.. nv r.,., ..,.,.n r...�... _.. ''�... SPAT Trlr. 7A Job: (4-3609) T F9 3-8-8 SY42D R THIS DWO. PREPARED FROM COMP TER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 4x2 SP 12 N REFER TO DRAWING A150 FOR TYPICAL PLATE LOCATIONS. BOT CHORD 4x2 SP f2 N WEBS 4x2 SP f3 NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN. IT CANNOT BE USED UPSIDE DOWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR. SPECIAL LOADS -------------------------------------------------- TC - From 440 PLF at 0.00 to 440 PLF at 3.71 BC - From 11 PLF at 0.00 to 11 PLF at 3.71 • �; �1 '7"8 1 .7N8 xs cZ 11 x T Q Q x 3'8"8 X4 2X R=833/ W=3" R=833# W=3" TAGT22 SE©: 74102 PLT. Ty —ALPINE DESIGN CRIT=TPI QTY 1 TOTAL a i REV. 17.2m SCALE -0.5000 ALPINE ENGINEEREG S113LE FOR INC. TRUSSES REGUIRE EXTIEME CARE 01/27/95 TC LL 40.0 PSF REF t *IMPORTANT**SHALL NO7 BE RESPONSIBLE FOR ANY ARN I NG IN HANDLING. ERECTION AND OEVIAiION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANT BRACING. SEE HIB-81 BY iPl. SEE IM15 DESIGNer"EE�vc�"*Z. ITC OL 10 •0 PSF DATE 01/27/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI. FDR ADDITIONAL SPECIAL PERMANENT BRACING RE -ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM WIREMENTS. UNLESS OTHERWISE INDICATED. TOP - BC DL 5•O PSF DRWG ARAB GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER BC LL0.O PSFTRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD - CDMEC(dT5 PER DRAWINGS 130. 150 G 16OA-F, DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE T O T.LD D. 555' .0 PSF OS A LEN. 3-8—IB CONFORM M/APPLICABLE PROVISIONS OF NDS G TPI. AN ENGINEEP'S ALPINE TECHNICAL UPDATE 17/1/91) FOR PROPER S. SEAL ON THIS DRAWING APPLIES HO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS TOUR.FAC. 1 .00 IN ONLY, ANO SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR.e- TPI-TRUSS Pt ATE INSTTTUTF NOS . 1gg1 NAT10- OFSIGN gPFrTFTSATION Fnnvnnf^V'T__j'•i .....i....` ` C,PAf.TNr, 24 .0 Tvnv- S\14? .. Simpson Strong-Tie Stepson Strong-Tie INSTALL HALF OF FASTENERS B EACH INSTALL HALF OF END OF STRAP FASTENERS B EACH END OF STRAP r DO O 14-10a 14-IDS EACH ' CONN. UPLIFT CONN. UPLIFT 1 T16 >V U A U "' MTS12 100011 U2 C2> MTS12 20004! 3 T15 �' Z 1(�J P ^ TYE'ICAI, lJt�.�55 NO�f�I7 "' H o o� � �" Simpson Strong-Tie Simpson Strong-Tie I H1 I HIO 4-r 0 INSTALL NAILS TA p ALLOW HORIZONTALMOVEMT13 HI I T15 HID U a SCISSORS OF TC21 1-1 Dd SCISSORS /BUSS TC26 S-IBd I H1 " X.qu B I H I 1 MQIR c - 14-1Od _ - HIO 6-1Od - T12 HI -- ———— --- m n 2 PLY MIN DR 1 PLY TC24 1-IB! 1 ^ V/SAME SIZE 6 GRADE SCAB i+ TC26 6-lud TO BACK SIDE 24'LONG V/ led B 2. O.C. T17 HANGER DOWNLOADUPLIFT iC24 5908(�( ^ t1PL IF T (� HUS26 27518 12068 H� LOADS TC26 740M i Tll T14 a a BRACING SCHEDULE VIND SPEED BASED ON 100 MPH (��O Oj 04 rn VOER�IC�LENGTH BRACING 1'-B'2x1 BZ S0. PINE (1-12' 2X6 42 SO. PINE/ (2) 2X4 X2 SO. PINE `, J J 12'-14' 2X8 B2 SO. PINE/ (2) 2X4 H2 SO. PINE 1 r^ ww�- BRAClNG w O OPT. 12d TOE NAILS B 6' D.C. STAG. \ roma O I6a a e•D.c. 16• D.C. V T10 T14G W cro I GABLE NOTE BRACING O In Y^ FROM TOP TO BOTT@I 2X1 UMO UTLKERS TYPP. �J [ In Q^ VARIES 'O U3 �l `OI w C01TIMlA. SUPPORT f —" HI T6 - w Z b..� .. O sr � C) vAl O •REFER 70 721 1 (V r\ \l DIMENSION I� t� FACE MA GIR� C= nT ( 7'MAX ) yn.. (' 74 T3 en O !ice 1 BTOyba•Njy OF Eli f r -IH 6�pH LJ 1J } 07 DER/RAWM5P6WVtlfY Y IV KFEK 110 5(NP5M CKALO'IA.E POK U ,� CON['ae mfA.I,mm aR7 tM5. N ALLWL5 fO M 515nfri PY OXITR. C-4'� Of w (n w r z X115 LAYOUT 15 MENDED FOR USE u o g N A5Aa"T0M65FLn&iTWW ROOF FRAMING PLAN w a, LOCAWN OF COMME5. REFERfOMAKEUP MAWM5FOR NOT TO SCALE SHEET PROPER TRU55 PLAaKW MA IWORMAT)ON 2 Job: 5-3649 OT - T HIP 6-2-8 THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP f2 N BEARING BLOCKS: NAIL TYPE: 0.131x3.0-g_Tails BOT CHORD 2x6 SP 02 N :B2 2x6 SP 01 N: BRG X-LOC /BLOCKS LENGTH/BLK /NAILS/BLK WEBS 2x4 SP 03 1 20.708' 1 12" f0 NOTE: FOR ADDITIONAL DETAILS REFER TO DRAWING 8139. BEARING BLOCK TO BE SAME SPECIES. SIZE 6 GRADE AS CHORD. PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. UPLIFT (LB): 970 1430 DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. BRG.LOC (FT): 0.00 20.71 UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. RECOMENDED CAMBER 3/8" AT MIDSPAN BETWEEN BEARINGS. WIND SPEED - 100.00 MPH. MEAN HEIGHT - 15.00 FT. ENCLOSED OR FULLY OPEN BUILDING (SBC) . A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. --------------------------------------------------------------- MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (+)-Gravity l-)-Uplift --------------------------------------------------------------- *** UPLIFT *** I *** HANGER *** H5 - -4550(Jacks Only) I HUS26 - + 27510 -12860(10d 1ply) MTS12 - -10000 1 HUS26 - + 33150 -15500(16d 1ply) NTS12 - -20000(2 Each) I HHUS48 - + 42990 -1660000d 2ply) MTT28B = -37860(2 Each) (10d)I HHUS48 - + 51800 -20000(16d 2ply) MTT28B - -44550(2 Each) (16d)I HGUS48 - + 66400 -21990(10d 2ply) NST60 - -46880(Per 2ply) I HGUS48 - + 80000 -26500(16d 2ply) CS150 = -16500(Each) I HGUS5.5= +113350 -39450(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS SPECIAL LOADS -------------------------------------- ---------- TC - From 74 PLF at -2.13 to 74 PLF at 11.00 2 1 ' TC - From 146 PLF at 11.00 to 146 PLF at 14.79 TC - From 74 PLF at 14.79 to 74 PLF at 23.13 BC - From 20 PLF at 0.00 to 20 PLF at 11.00 1 5 X 3 BC - From 244 PLF at 11.00 to 244 PLF at 21.00 6 1 2 11 8 E3 T 7 11 6 T 2 11 8 BC - 881 LB Concentrated Load at 71.00 CJ U BC - 436 LB Concentrated Load at 14.79 5X10 4X5 5X10 p 3X4 3X4 3'S' 5X I (A4)4) 5 5X 4A(A 4) e ' 3 1 . 5X3 6X6 4X5 5X7 6X6 1 . 5X4 3X8 B2 �----- 11 ' 6 $ 2118 -� m R=2306# W=3 " 8 8811 R=3804# W=3" B _ SEG: 74011 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY i TOTAL - i REV. 17.2m SCALE =0. 1875 ALPINE ENGINEERED PRODUCM INC. TRUSSES REWIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t *IMPORTANT**SHALL NOT BE RESPONSIBLE FOR$NY ARNING IN HANDLING. ERECTION AND -7DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN YeT�,� TC DL / .0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH DSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ` � - /�ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP BC DL 10 .0 PSF DRWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - 5606 - BC LL 0•0 PSF RAG TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD `- CONNECTORS PER DRAWINGS 130. 150 C 16OA-F DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF TOT.LD. 47 .0 PSF D/A LEN. 21-0-0 CONFORM W/APPLICABLE PROVISIONS OF NDS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER R P P'� SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS �. D T� Q ` DUR.F AC. 1 .33 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. XNE0" " 0 --TVI • THi15S PI ATF INSTTTI)TF,� NOS - 19131_NA1T2NAI DFSTGN SFFCTFTfrTq)j Frit wnnn FONSTRO� TIO)I ,,�)))��1.1 SPACTN(i 24 \l" TV{�� him Job: 5-3 49 LOT 66- T1 HIP 6-2-8 THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS UBMITTEO BY TRUSa MFR. TOP CHORD 2x4 SP #2 N BEARING BLOCKS: NAIL TYPE: 0.13lx3.0y flails BOT CHORD 2x6 SP #2 N :82 2x6 SP 01 N: BRG X-LOC #BLOCKS LENGTH/BLK #NAILS/BLK WEBS 2x4 SP #3 1 20.708' 1 12" f0 NOTE: FOR ADDITIONAL DETAILS REFER TO DRAWING 8139. BEARING BLOCK TO BE SAME SPECIES. SIZE 6 GRADE AS CHORD. r DEFLECTION CRITERIA IS L/360 LIVE AND L1240 TOTAL LOAD. RECOMENDED CAMBER 3/8" AT MIDSPAN BETWEEN BEARINGS. A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. SPECIAL LOADS -------------------------------------------------- TC - From 74 PLF at -2.13 to 74 PLF at 11.00 + 096D + TC - From 146 PLF at 11.00 to 146 PLF at 14.79 TC - From 74 PLF at 14,79 to 74 PLF at 23.13 8C - From 20 PLF at 0.00 to 20 PLF at 11.00 BC - From 244 PLF at 11.00 to 244 PLF at 21.00 BC - 881 LB Concentrated Load at 11.00 BC - 436 LB Concentrated Load at 14.79 21 ' x _�_�.� I � 1.5X3 6'2"8 _I- 8'7N ___ 6'2N8 -----� 5X10 4X5 X10 ►� 3X4 3X4 5X4(A4) 5X4 (A4) 5X4 (A4) X4 (A4) 1.5X3 6X64X 5X7 B2 6X6 X4 J 3X8 21 ' 2' �--- 11 3'9"B - --6'2"8 --0 R=2306# W=3"8 881# 436# R=3804# W=3"B TAG = T3 SEQ: 74011 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY = i TOTAL - i �` REV. 17.2m SCALE -0.2500 ALPINE ENGINEERED PRODUCTS, INC. iHUSSES RE0t17RE EXTREME CARE 12/0'1/95 TC LL 30 .0 PSF REF *IMPORTANT**SHALL NOT BE RESPONSIBLE FOR ANYWARNING 1N HANDING. ERECTION AND (� \ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE H18-9/ BY TPI. SEE THIS DESIGN C", TC OL 7.0 PSF DATE 12/01/95 FAILURE IO BUILD THE TRUSS 1N CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE/_, ALPINE CONNECTORS ARE MADE OF 206A GALV. STEEL MEETING ASIM OUIREMENTS. UNLESS OTHERWISE INDICATED. IOP _ - BC OL 10•O PSF ORWG AAA6 GA B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD BC LL00 pSF RAG CONNECTORS PER DRAWINGS 730. 150 G I6OA-F. DESIGN STANDARDS WITH PROPERLY AtTACHEO RIGID CEILING -- SEE = TOT.LD. 47 0 PSF 0/A LEN. 21CONFORM M/APPLICABLE PROVISIONS OF NDS G TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/7/917 FOR PROPERQ'�SEAL OM THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS ' DUR.FAC1 .33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY DESIGN TO THE TRUSS ERECTION CONTRACTOR. � ,.,r.-TPT . ,l,s 1,ATl I�ITtnITc 1- ,4l) v .T ., "I'll 1-1111- 1.111,. SP�rTrlr, "1 n^ r FIT{�4 Job• 5-36 4 T 66-1 T " T.H.E. THIS DWG, PREPARED FROM COMPUTER INPUT (LOAM & DIMENSIONS SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) BOT CHORD 2x4 SP 02 N UPLIFT (LB): 450 300 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 10.75 TRUSS DESIGNED FOR 100 MPH WIND, 15.00 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L1360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. --------------------------------------------------------------- #1 HIP DESIGNED TO SUPPORT 05-06-00 JACKS WITH NO WEBS. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS -------------------(±)-Gravity (-)=Uplift A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24.00" O.C. --------------------------------- MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. *** UPLIFT *** I *** HANGER *xx H5 = -455#(Jacks Only) I HUS26 = + 27510 -1286000d #ply) MTS12 - -10000 1 HUS26 - + 33150 -15500(16d 1ply) MTS12 - -2000#(2 Each) I HHUS48 - + 42990 -1660#00d 2ply) MIT28B - -37860(2 Each) (10d)) HHUS48 - + 51800 -2000#06d 2ply) MTT288 = -4455#(2 Each) (16411 HGUS48 = + 6640# -21990(10d 2ply) MST60 - -4688#(Per 2ply) I HGUS48 - + 8000# -2650#06d 2ply) CS150 = -1650#(Each) I HGUS5.5- +113350 -39450(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS f— AR6I 820.5 LBS. 4X4 m m 6p 2X4(A 1) X4 (A1) 4"38'i"2 X4 �--- - 5-6" 5-6" ---� R=1019# W=3M8 R=821# W=3" TAG = T23 SEG: 27003 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY =- I TOTAL 1 REV, 17.3t SCALE =0.5000 ALPINE ENGINEERED PRODUCTS. DIC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF ifIMPORTANT**SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING, ERECTION ANO DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN �T� �� TC OL 7 .0 PSF DATE 12/01/95 ut FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE - ` 'ALPINE CGN�CTORS ARE MADE OF 20GA&ALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED, TGP 13C OL 1O •0 PSF DRWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 5606O 0 PSF MSK TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD - BC LLCONNECTORS PER DRAWINGS 130. 150 C 16OA-F_ DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF TOT.LD. 47 .0 PSF DSA LEN. 1 1—0-0 CONFORM M/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/911 FOR PROPER ' � SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS O RIO DUR.FAC. 1 -33 IN ONLY, AIA SHALL NOT BE RELIED UPON IN ANY OTHER WAY, DESIGN TO THE TRUSS ERECTION CONTRACTOR. ;c INEE ' � _ T. n e T-TIT111 i , - ton + Tw ...� r. , qp Af T�if CFF +RfTT/[ Job; 5-3 49 OT - T4 6-2-8 MONO GIRDER THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTE BY TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x6 SP #1 N UPLIFT (LB): 310 420 WEBS 2x4 SP #3 BRG.LOC (FT): 0.00 5.96 TRUSS DESIGNED FOR 100.00 MPH WIND. 15.00 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- THIS GIRDER DESIGNED TO CARRY 11-00-00 TRUSSES FRAMING TO TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS BOTTOM CHORD FROM ONE SIDE AND 02-00-00 FRAMING TC/BC SPLIT l+)-Gravity (-)-Uplift FROM OTHER SIDE. -------------------------- *** UPLIFT *** I *** HANGER *** A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. H5 = -455#(Jacks Only) I HUS26 - + 2751# -12860(10d 1ply) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MIS12 = -1000# 1 HUS26 - + 3315f -15500(16d 1ply) MTS12 = -2000#(2 Each) I HHUS48 - + 42990 -16600(10d 2ply) MTT28B = -3786#(2 Each) (100)1 HHUS48 - + 51800 -2000#(16d 2ply) MTT28B = -4455#(2 Each) (160)1 HGUS48 = + 6640# -21990(10d 2ply) MST60 - -4688#(Per 2ply) 1 HGUS48 - + 80000 -2650#(16d 2ply) CS150 - -1650#(Each) 1 HGUS5.5- +11335# -3945#06d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE HANGER AT RIGHT END OF TRUSS FOR 881.34 LBS. 2X2 1 6p in m 3X4(A 1) Cii4T 4"3 8' 6'2"B 1 .5 4 R=973# W=3'18 R=881# W=3" TAG = TS SEO: 74006 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY = i TOTAL = 1 REV. 17.2m SCALE =0.5000 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REWIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t *IMPORTANT**SMALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION ANO1111IF EVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, 0R ANY BRACING. SEE MIB-91 BY TPI. SEE THIS DESIGN 111 1jY TC OL 7 .0 PSF DATE 12/01/95 AILURE TO BUILD THE TRUSS IN CONFORMANCE WITH GSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE - 1LPINE CONNEC10RS ARE MADE OF 206A GALV- STEEL MEETING ASTM QUIRE14ENTS UNLESS OTHERWISE INDICATED. TOP _ _ BC OL 10.0 PSF ORWG (L 4A6 GR B EXCEPT AS NOTED APPLY CONNECTORS TO EACH FACE OF CHORD SMALL BE LATERALLY BRACED WITH PROPER 56060 0 pSF RAG RUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD _ W _ 6C LL CONNECTORS PER DRAWINGS 130. 150 C 160A F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING SEE STATE OF TOT.L 0. 47 .0 PSF 0/A LEN. 6-2-8 CONFORM M/APPLICABLE PROVISIONS OF NDS G TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/911 FOR PROPER SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS E 0 R1�P P IN ONLY, AND SHALL MOT BE RELIED UPON IN ANY OTHER MAYDESIGN TO THE TRUSS ERECTION CONTRACTOR. DUR.FAC 1 3 3 -TPI . �.s >�1 Iv=nnnr ren< - 1111 1IT11H 1 nc1,TIH� 111IT1e 1; 1 ti. .... INEEa'� SPArTNr, SFF ARnVF T"fir gpFr. Job: 5- 49 LOT 6-1 T6 11'0" T.H.E. THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SU13MITTEO BY TRUSS MFR. TOP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) BOT CHORD 2x4 SP #2 N UPLIFT (LBI: 490 340 WEBS 2x4 SP #3 BRG.LOC (FT): 0.00 10.75 TRUSS DESIGNED FOR 100 MPH WIND• 19.22 FT MEAN HEIGHT• WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. --------------------------------------------------------------- #1 HIP DESIGNED TO SUPPORT 05-06-00 JACKS WITH NO WEBS. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (+)=Gravity (-)=Uplift A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24.00" O.C. --------------------------------------------------------------- MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. xxx UPLIFT *** 1 *** HANGER *** H5 = -455#(Jacks Only) I HUS26 = r 2751# -1286#(10d 1ply) MTS12 - -1000# 1 HUS26 - + 33150 -15500(16d 1piy) MTS12 = -2000#(2 Each) I HHUS48 - + 4299# -1660#(10d 2ply) MTT28B - -37860(2 Each) (10d)I HHUS48 - + 51800 -2000#(16d 2ply) MTT28B = -4455#(2 Each) (1601 HGUS48 = + 6640# -2199#(10d 2ply) MST60 - -4688#(Per 2ply) 1 HGUS48 = + 80000 -26500(16d 2ply) CS150 - -1650#(Each) I HGUS5.5- +11335# -3945#116d 3ply) --------------------------------------------------------------- L REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS I�R1]VI . 1 LBS. �---- 5'6" 5'6" —) 4X4 (Y1 6C7 -r 2X6(82) X6(82) 17'7" 2X4 `--—2' -+- 11 ' - �--- 5'6" 5'6" ----� R=1014# W=3"8 R=826# W=3" TAGT 8 SEG: 27006 PLT. TY .-ALPINE DESIGN CRIT=TPI QTY - 2 TOTAL e 2 REV. 17.3t SCALE =0.5000 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF _ t *IMPORTANT**SHALL NOTBE RESPONSIBLE FOR ANY ARNING IN HANDLING, ERECTION ANDDEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR.ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN o LUIS F�-., TC OL 7.0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE , '1ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED, TOP BC DL 10•0 PSF DRWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER0 0 PSF MSK TRUSS AND LOESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD _ BC LLCONNECTORS PER DRAWINGS 130, 150 C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING SEE STATE OF TOT LD. 47 O PSF 0/A LEN. 11-0-0 CONFORM*/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/91) FOR PROPER P Y SEAL ON THIS DRAWING APPLIES 70 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS �O RIO,' F Q�� DUR.FAC 1 33 IN ONLY, AND SHALE NOT BE REE IED UPQN IN ANY OTHER WAY, DESIGN TO THE TRUSS ERECTION CONTRACTOR. IN EE" (7+�(7'�� PIATF INSTIILIIF NOS - 119991 NAATTONAI MSSIGNH PFCIFICAImN_FO9 MCMI Cf1NSTRlif'TT(,N 1111111 SPACTNG SEE ABOVE TVPF COMN Job: 5-3 49 LOT 6 -i T7 7'0 MONO GIRDER THIS OWG. PREPARED FROM COMPUTER INPUT LOAD 6 D MENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x6 SP 01 Dense UPLIFT (LB): 200 240 400 530 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 6.75 TRUSS DESIGNED FOR 100.00 MPH WIND. 19.51 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- THIS GIRDER DESIGNED TO CARRY 11-00-00 TRUSSES FRAMING TO TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS BOTTOM CHORD FROM ONE SIDE AND 02-00-00 FRAMING TC/BC SPLIT (+)-Gravity (-)-Uplift FROM OTHER SIDE. --------------------------- ------------------------------------ *** UPLIFT *** I *** HANGER *** A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. H5 = -4550(Jacks Only) I HUS26 = + 27510 -12860(10d 1p1y) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MTS12 - -10000 1 HUS26 - + 33150 -15500(16d 1ply) MTS12 - -20000(2 Each) I HHUS48 - + 42990 -16600(IOd 200 MTT288 - -37860(2 Each) (10d)I HHUS48 - + 51800 -20000(16d 2ply) MTT268 = -44550(2 Each) (164)1 HGUS48 = + 66400 -21990(10d 2ply) MST60 - -4688*(Per 2ply) I HGUS48 - + 80000 -26500(16d 2ply) CS150 - -16500(Each) I HGUS5.5- +113350 -39450(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE HANGER AT RIGHT END OF TRUSS FOR 999.81 LBS. 2X2 6 p m 0 v 3X4(A i) 3 2 17'7" 7' J 4- R=10910 W=3"8 R=1000# W=3" TAG = T16 SED: 74108 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY = 1 TOTAL - i REV. 17.2m SCALE -0.5000 ALPINE ENS IMEEREO PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF X IMPORTANT*1E SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING, ERECTION ANA) (� \ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIO-91 6Y TPI. SEE THIS DESIGN �` NNe'%, TC DL 7.0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTSa BY TPI, FDR ADDITIONAL SPECIAL PERMANENT BRACING RE - ` ALPINE CONNECTORS ARE MADE OF 20GA QALY. STEEL MEETING ASTM QUIREMENTS. UNLESS OTHERWISE INDICATED. TOP _ BC OL 10 •0 PSF ORWG A416 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 5606N - "J\ TRUSS AND UESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD * - BC LL 0•O PSF RAG CONNECTORS PER DRAWINGS 130. 150 C 16OA-F, DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF TOT.LD. 47.O PSF DSA LEN. 7-0-0 CONFORM W/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY Of THIS ' �. E O RIOT Q P:- DUR.FAC. 1 33 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. (� C IT�f INE E' �, 4P 4f Tntr SFF �A Job: 5-3 4 9 LOT - T '4 Hin 7 THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS SUBMITTED BY TRUS MFR. TOP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. 80T CHORD 2x6 SP #2 N UPLIFT (LB): 1070 970 WEBS 2x4 SP #3 BRG.LOC (FT): 0.00 21.04 TRUSS DESIGNED FOR 100.00 MPH WIND. 19.59 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . Y DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)-Gravity (-)-Uplift ------------------- ---------------------------------------- SPECIAL LOADS *** UPLIFT *** I *** HANGER *** -------------------------------------------------- H5 = -455#(Jacks Only) I HUS26 - + 2751# -1286#(10d 1ply) TC - From 74 PLF at -2.13 to 74 PLF at 7.00 MTS12 - -1000# 1 HUS26 = + 33150 -15500(16d 1ply) TC - From 161 PLF at 7.00 to 161 PLF at 10.67 NTS12 = -2000#(2 Each) I HHUS46 - + 42990 -1660#00d 2ply) TC - From 74 PLF at 10.67 to 74 PLF at 23.46 MTT2BB - -3786#(2 Each) (10d)I HHUS48 = + 5t8O# -20000(16d 2ply) BC - From 20 PLF at 0.00 to 20 PLF at 7.00 MTT26B = -44550(2 Each) (16d)I HGUS48 - + 6640# -2199#(10d 2ply) BC - From 45 PLF at 7.00 to 45 PLF at 10.67 MST60 = -4688#(Per 2ply) 1 HGUS48 - + 80000 -2650#(16d 2ply) BC - From 20 PLF at 10.67 to 20 PLF at 21.33 CS150 - -1650#(Each) I HGUS5.5- +11335# -39450(16d 3ply) BC - 576 LB Concentrated Load at 7.00 --------------------------------------------------------------- BC - 1000 LB Concentrated Load at 10.67 REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS f -21'4" _l �----7 -�-----7-4" 7' -----� T 4X8 1..5xa4X8 T 1 .5X3 1.5X3 O 6t7 Q 3X7 JS 1),—" X7(81) 6"3 17'7" 3X4 4X5 X10 3X4 �2' T� -- _ - -- 21 '4" - - - —1- 2' R=2287# W=3"B 576# 1000# R=2011# W=3"B TAG = T1 SED: 74110 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY = i TOTAL = 1 REV. 17.2m SCALE =0.2500 ALPINE ENGINEERED PRODUCTS, INC TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t *IMPORTANT'IEEE SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION AND 1111jDEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, DR ANY BAACING. SEE HIB-91 BY TPI. SEE THIS DESIGN YLT �� TC pL 7 .0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OST6B BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE `ALPINE CONNECTORS ARE MAOE OF 20GA GALV STEEL MEETING ASTM OUIREMENIS. UNLESS OTHERWISE INDICATED. TOP 8C DL 10•0 PSF DRWG A4A6 GA B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 560600 pSF RAG TRUSS AND NaESS OTHERWISE LOCATED ON THIS OESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BDTTON CHORD 8C LL CONNECTORS PER DRAWINGS 130. 150 G 160A F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING SEE STATE OF TOT.LD. 47 .0 PSF D/A LEN. 21-4-0 CONFORM M/APPLICABLE PROVISIONS OF NOS C IPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/91) FOR PROPER P P'� SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS O RIS IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONIRACTOR. F Q DUR.FAC. 1 .33 i _-�. - _,.,..... _ .__ INE p hrTMr- n n tITn4 Job: -364 OT 66-1 T9 '4 Hip 9 THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS DIMENSIONS SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP #2 N UPLIFT (LB): 650 640 WEBS 2x4 SP #3 BRG.LOC (FT): 0.00 21.04 TRUSS DESIGNED FOR 100.00 MPH WIND. 20.09 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) , DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)-Gravity (-1=Uplift --------------------------------------------------------------- *** UPLIFT *** I *** HANGER *** H5 = -455#(Jacks Only) I HUS26 = + 2751# -12860(10d 1ply) MTS12 • -1000# 1 HUS26 - + 3315# -15500(16d 1ply) MTS12 - -20000(2 Each) I HHUS48 - + 4299# -1660#(IOd 2ply) MTT288 - -3786#(2 Each) (10d)I HHUS48 - + 5180# -20000(16d 2ply) MTT286 - -44550(2 Each) (16d)I HGUS48 - + 66400 -21990(10d 2ply) MST60 - -4688#(Per 2ply) I HGUS48 - + 8000# -2650#(16d 2ply) CS150 - -1650#(Each) i HGUS5.5= +113350 -3945#(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS g. 3.4N 9' 4X6 4X5(R) T m 1.5X3 1.5X3 0 6p L0 3X4 (81) X4 (Bi) 6"3 17'7" X4 3X 3X4 214 2' R=ii55# W=3"8 R=1155# W=3"8 TAG T22 SED: 7411 PLT. TY -ALPINE DESIGN CRIT=TPI OTY 1 TOTAL = i REV. 17.2m SCALE =0. 500 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF )(IMPORT ANT**SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING, ERECTION AND DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI, SEE THIS DESIGNttUUtlfUTllji TC OL 7 .0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS 1N CONFORMANCE WITH OST88 BY TPI FOR ADDITIONAL SPECIAL PERMANENT BRACING RE - ` �� f � - U\\\\\\VV ALPINE CONNECTORS ARE MADE OF 2064 GALV STEEL MEETING ASTN QUIREMENTS. UNLESS OTHERWISE INDICATED, TOP - - BC OL 10.0 PSF DRWG A446 GR B EXCEPT AS NOTED, APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPERNL5606 "J\ TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD - * BC LL 00 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C 1604 F. DESIGN STANDARDS WITH PROPERLY ATTACHED R1GIO CEILING - SEE STATE OF TOT.LO. 47 .0 PSF O/A LEN. 21-4-0 CONFORM M/APP((CABRLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/91) FOR PROPER <DRlO� P' SEAL DN THIS DRAWING APPLIES TO THE COMPONENT OEPTCi£O HERE DRYWALL APPLICATION, FURNISH A COPY OF #HIS ' F Q;� ouR.FAC 1 .3 3 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. INEtY`-�� . �+ �f A /^� A- 101 " i ut 9 PI ATF TNSTI1llIF4— NOS - 1991 NATIONAI 0FSTGN FPFCTFTrATTON Fn -on corTT^'• ''�T�er��,.,�1T SPArTNG 24 ."" IT,,,, HTPS Job: 5- 49 LOT - TJO 21 '4 COMMON THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 02 N UPLIFT (LB): 650 640 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 21.04 TRUSS DESIGNED FOR 100.00 MPH WIND, 20.51 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC1 . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' D.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)=Gravity (-)-Uplift --------------------------------------------------------------- xxx UPLIFT **x I **x HANGER *** H5 - -455F(Jacks Only) 1 HUS26 = + 27510 -12860(10d 1p1y) MTS12 - -10000 1 HUS26 - + 33150 -15500(16d 1ply) MTS12 - -20000(2 Each) 1 HHUS48 - + 42990 -16600(10d 2ply) MTT28B - -37860(2 Each) (1001 HHUS48 - + 51800 -2000#(16d 2ply) MTT288 - -44550(2 Each) (16d)I HGUS48 - + 66400 -21990(10d 2ply) MST60 - -46880(Per 2ply) I HGUS48 - + 80000 -26500(16d 2ply) CS150 - -16500(Each) I HGUS5.5- +113350 -39450(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS —10'8" 10'8" 4X4 1 c� 1 .5X3 1 .5X3 6 r'- Lo _ 3X4 (BZ) X4 (Bi) 6'3 17'7" X4 3X7 21 '4 -) 2' -� R=1155# W=3"8 R=1155# W=3"8 TAG = T19 SEG: 74115 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY 2 TOTAL - 2 REV, 17.2m SCALE =0.2500 ALPINE ENGINEERED PRODUCES, INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF *IMPORTANT *SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING. ERECTION AND (� \ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE 14I0-91 BY TPI. SEE THIS DESIGN C.", "T1SITC OL 7 •0 PSF DATE 12/01/95 FAILURE TO 0UILD THE TRUSS IN CONFORMANCE WITH 05188 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE —ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP — K DL 10 •0 PSF DRWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER RAG TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD BC LL 0•0 PSFCONNECTORS PER DRAWINGS 130, 150 G 16CA-F DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE _ TOT.L D 47 .0 PSF O/A LEN. 21-4-0 CONFORM W/APPLICABLE PROVISIONS OF NDS G TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE [7/1/91) FOR PROPERSEAL OH THIS D1AWINc APPLIES TO THE COMPONEN7 DEPICTED HERE DRYWALL APPLICATION FURNISH A COPY DF THIS DUR.FAC. 1 .33 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR �� + •e+ • ^ (� T.' •--1PI �n,:55�'1 A*F SNStt ilii F' Hf15 - 1491 NeTl�lN of f1FS�.CN cnr�rr�rnt nN�"n M^^� f^ �`� -f i„, .lP'i1 Tn�r 7`1 ”" T' 1 I r BHN Job: 5-3 49 LOT 66-1 TS '4 COMMON THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS DIMENSIONS SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 02 N UPLIFT (LB): 650 480 WEBS 2x4 SP #3 BRG.LOC (FT): 0.00 21.04 TRUSS DESIGNED FOR 100.00 MPH WINO. 20.51 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" D.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)-Gravity (-)-Uplift ------------------- --------------------------------------- *** UPLIFT *** I *** HANGER *** H5 = -4550(JackS Only) I HUS26 - + 2751# -1286#(10d 1ply) MTS12 - -1000# 1 HUS26 - + 33150 -15500(16d 1ply) MTS12 - -20000(2 Each) I HHUS48 - + 42990 -1660#00d 2ply) MTT288 - -3786#(2 Each) (10d)I HHUS48 - + 51800 -20000(16d 2ply) MTT288 = -4455#(2 Each) 116d)I HGUS48 - + 6640# -2199#00d 2ply) MST60 - -4688#(Per 2ply) 1 HGUS48 - + 80000 -26500(16d 2ply) CS150 - -1650#(Each) I HGUS5.5- +11335# -3945#(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 10'8" J 4X4 1 m 1.5X3 1.5X3 6 G' un _ 3X4 (B 1) X4 (B 1) _6"317'7' X4 3X7 21 '4 J R=1165# W=3"B R=994# W=3"8 TAG = T12 SED: 74135 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY = 7 TOTAL - 7 REV. 117.2m SCALE =0.2500 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES TIEOUIRE EXTREME CARE 12/01/95 TC LL 30 •0 PSF REF )(*IMPORTANT**SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING, ERECTION AND (�'\ OEYIATION FROM THIS DESIGN OR THESE SPECIFICA7ION5. DR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN \111WC 11�//i/ TC OL 7.0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OST00 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE 1 v /� ALPINE CONNECTORS ARE MADE OF 20GA GALY. STEEL MEETING ASTM WIREMENTS. UNLESS OTHERWISE INDICATED, TOP - - SC DL 10•0 PSF DRWG \U\\ A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 5606 RAG TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD * - BC LL 0•0 PSF \(1\ CONNECTORS PER DRAWINGS 130. 150 G 16OA-F, DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING - SEE - STATE of = TOT.LD. 47 .0 PSF 0/A LEN. 21"4-0 \U\ CONFORM M/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/917 FOR PROPER �.'� SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION, FURNISH A COPY OF THIS - E 0 AIQ'Q•`� F DUR.Fac. i .33 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN 10 THE TRUSS ERECTION CONTRACTOR. INE tT`-�.� �'1 /^� (�(ry •--TPN iR1155 Pt ATF iN5T7T111 NUS 1991 NATIONAI UF$iGN SPFf1FiCATIAN FFp —In(•(1YStplifTj!1�� '///!!!!!�l�1�1 SPACTNC; 24 \/" TU(7(- 1'(7MN Job*. 15-3649) OT 66-1 Ti 1 '4 TRAY THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS SUBMITTED 13Y TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 02 N UPLIFT (LB): 650 480 WEBS 2x4 SP #3 BRG.LOC (FT): 0.00 21.04 :Lt Wedge 2x4 SP #3: TRUSS DESIGNED FOR 100.00 MPH WIND. 20.47 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . PREDICTED HORIZONTAL MOVEMENT IS 0.18" DUE TO LIVE LOAD ENCLOSED OR FULLY OPEN BUILDING (SBC) . AND 0.10" DUE TO DEAD LOAD AT ONE SUPPORT. ------------------------------------------- TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. (+)-Gravity (-)-Uplift --------------------------------------------------------------- (A) 1X4 #3 HEM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO xxx UPLIFT xxx I xxx HANGER xxx BE EQUALLY SPACED. ATTACH WITH (2) 8d NAILS. BRACING H5 = -455#(Jacks Only) I HUS26 - + 2751# -1286#(10d #ply) MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A MTS12 - -1000# 1 HUS26 - + 3315/ -1550#06d 1ply) SUITABLE SUPPORT BY ERECTION CONTRACTOR. MTS12 = -2000#(2 Each) I HHUS46 - + 4299# -16600(IOd 2ply) MTT28B - -37860(2 Each) (100)1 HHUS48 - + 5180# -2000#(l6d 2ply) A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. MTT288 = -4455#(2 Each) (16d)I HGUS48 = + 66400 -2199#00d 2ply) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MST60 - -4688#(Per 2ply) I HGUS48 - + 80000 -2650#(16d 2ply) CS150 = -1650#(Each) I HGUS5.5- +113350 -39450(164 3piy) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS • 10 'B" 10'8" -- J 5X9 1 .5X3 0 6 p 3X6 (A) to 3X4 4X6(F3) 1,4" 4X4 3X4 (B i) 6"3 _L R17'7" d4 5X6 1,5X N- �2' +-4'3"8 _{- - 17'0"S 21 '4" R=116O# W-3"B R=999# W=3"B TAG.= T13 SED: 74120 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY = i TOTAL 1 REV. 17.2m SCALE =0.2500 ALPINE ENGINEERED PRODKIS. INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 •0 PSF REF t *IMPORTANT**SHALL N0T BE RESPONSIBLE FOR ANY ARNING IN HANDLING, ERECTION ANODEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, QR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN �T,'L,"'�Y�. TC OL 7.0 PSF DATE i 2 Oi/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OST88 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE _ , pALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASIM QUIREMENTS. UNLESS OTHERWISE INDICATED. TOP _ - BC OL 10 •0 PSF ORWG A446 GR 8 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 55606 - TRUSS ANO UM ESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD x BC LL 0 •0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 G I60A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF _ TOT.LO. 47 .0 PSF O/A LEN. 21-4-0 CONFORK W/APPLICABLE PROVISIONS OF NDS G TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/91) FOR PROPER EO RTOP Q: SEAL ON THIS DRAWING APPLIES TO THE COMPONENT OTHER TED MERE DRYWALL APPLICATION. FURNISH A COPY OF THIS ' Q � OUR.Fac. 1 33 IN ONLY. AND SHALL NOT BE 1x'L IED UPON I"ANY OTHER MAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. INE T` �,17 Pi c ATr lNSTITUTC Nn9 - ,0q1 NATTYroNm —Tr.N< r,r. N SPAT TNh ?4 (1" T"nr r ,lob: 5-3 49 LOT 6- T13G '4 TRAY GABLE THIS OWG. PREPARED FROM COMPUTER INPUT ILOADS 6 DIMENSIONS SUBMITTED BY TRU S MFR. TOP CHORD 2x4 SP #2 N :T2 2x4 SP #1 N: PREDICTED HORIZONTAL MOVEMENT IS 0.29` DUE TO LIVE LOAD BOT CHORD 2x4 SP #2 N AND 0.09" DUE TO DEAD LOAD AT ONE SUPPORT. WEBS 2x4 SP #3 :W8 2x4 SP #1 Dense: DEFLECTION CRITERIA IS L/240 LIVE AND L/180 TOTAL LOAD. PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. " UPLIFT (LB): 120 PLF MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. BRG.LOC (FT): OVER CONTINUOUS SUPPORT TRUSS DESIGNED FOR 100.00 MPH WIND, 20.34 FT MEAN HEIGHT ****WARNING! PANEL-POINT DEFLECTIONS EXCESSIVE**** WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . ACTUAL IS L/316.23 LIVE AND L/201.85 TOTAL ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- THIS GABLE END WILL SUPPORT UP TO OVERHANG ALONG THE TOP TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS CHORD. REFER TO DRAWING GE-001, GE-002, OR 876,719 FOR STUD (+)-Gravity (-)-Uplift VERTICALS AND BRACING DETAILS. GABLE ENO HAS BEEN DESIGNED TO --------------------------------------------------------------- TRANSFER ALL HORIZONTAL WIND LOADS INTO THE ROOF AND CEILING *** UPLIFT *** I *** HANGER *** DIAPHRAGMS. CONNECTION AND DESIGN OF THESE SYSTEMS ARE THE H5 - -455#(Jacks Only) I HUS26 - + 2751# -12860(10d 1ply) RESPONSIBILITY OF THE BUILDING DESIGNER. THIS TRUSS WILL ALSO MTS12 - -10000 1 HUS26 - + 3315# -1550#(16d 1ply) SUPPORT 2'0' TOP/BOTTOM SPLIT ROOF LOAD ON ONE SIDE. MTS12 - -2000#(2 Each) I HHUS48 - + 42990 -16601(lOd 2ply) MTT28B = -3786#(2 Each) (10d)I HHUS48 = + 5180# -2000#(16d 2ply) ALL PLATES ARE 1.5X3 EXCEPT AS NOTED. MTT28B - -44550(2 Each) (16d)I HGUS48 - + 6640# -21990(10d 2ply) MST60 - -4688#(Per 2ply) I HGUS48 - + 8000# -2650#(16d 2ply) CS150 = -1650#(Each) I HGUS5.5= +11335# -3945#(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS SHIM ALL SUPPORTS TO SOLID BEARING. THE BUILDING DESIGNER IS RESPONSIBLE FOR THE GABLE SHEAR WALL DESIGN, CEILING AND ROOF SHEATHING DIAPHRAGM CONNECTIONS, AND ALL TRUSS TO WALL CONNECTIONS. MEMBER TO BE LATERALLY BRACED FOR HORIZONTAL WIND LOADS. BRACING SYSTEM TO BE DESIGNED AND FURNISHED BY OTHERS. FOR GABLE STUD VERTICALS, UNLESS OTHERWISE NOTED: I i` 10 8H "I' 10'8" FOR VERTICALS LESS THAN 4'0': 1.5X3 ALPINE, 13 WOODLOC. X4 FOR VERTICALS GREATER THAN 4'0': 2X4 ALPINE, 23 WOODLOC. 2 5 X5 6 1.5X4 X5 in T2 Lr) 3X4 (01) 1 3X4 '4 1 .5X4 X17 7" a 4 X4 1 . X4 �-- 4'3"8 - ---- 11 '4" —5'8"8 —-� �- 4'3"8 17'0"8 J 21 '4" R=107# W=3"8 R=127 plf W=11 '0"8 R=490# W=3"8 TAG = T41 SED: 84657 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY i TOTAL = i REV. 17.2m SCALE =0. 1875 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30.0 PSF REF _ X I MPGR T AN T X*SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING, ERECTION AND DEVIATION FROM THIS DESIGN DR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN - �T-,t'� �� TC DL 7 O PSF GATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI FOR ADDITIONAL SPECIAL PERMANENT BRACING RE _ ` v - 0\\\\\V� ALPINE CONNECTORS ARE MADE Of 20GA GALV. STEEL MEETING ASTM OUIREMENTS UNLESS OTHERWISE INDICATED, TOP - - BC OL 1O O PSF DRWG A446 GR 6 EXCEPT AS NOTED. APPLY CONNECTORS TD EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 6606 RAG TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD * BC LL 0 .0 PSF \(�\ CONNECTORS PER DRAWINGS 130. 150 C. 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING --SEE - STATE of `_ TOT.LO. 47 .0 PSF 0/A LEN. 21-4-0 U\U VVV CONFORM M/APPLICABLE PROVISIONS OF NDS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER v SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS .' F D RZO��C.Q OUR.FAC. 1 .33 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. INE TAT ,M , . . 1-1 _. cpnf Tnlr_ :)A n^ f1f'nRl Job: 5- 49 LOT 6-1 T1 '4 TRAY THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS SUBMITTED PY__TRUSS MFR. TOP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 02 N UPLIFT (LB1: 480 840 WEBS 2x4 SP #3 :W5 2x4 SP 01 N: BRG.LOC (FT): 0.00 15.33 TRUSS DESIGNED FOR 100.00 MPH WIND• 20.47 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- (A) 1X4 #3 HEM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS BE EQUALLY SPACED. ATTACH WITH (2) 8d NAILS. BRACING (+)=Gravity (-)-Uplift MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A --------------------------------------------------------------- SUITABLE SUPPORT BY ERECTION CONTRACTOR, *** UPLIFT *** I *** HANGER *** H5 = -455#(Jacks Only) I HUS26 = + 2751# -1286#(10d 1ply) A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. MTS12 - -10000 1 HUS26 = + 33150 -1550#(16d 1ply) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MTS12 - -2000#(2 Each) I HHUS48 - + 4299# -16600(IOd 2ply) MTT28B = -3786#(2 Each) 110d)I HHUS48 - + 5180# -2000#(16d 2ply) MTT288 = -4455#(2 Each) (16d)( HGUS48 - + 66400 -2199#(10d 2ply) MST60 - -4688#(Per 2ply) I HGUS48 - + 8000# -2650#(16d 2ply) CS150 = -1650#(Each) I HGUS5.5- +11335# -3945#(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 10'8" 10. 10'a" _1 6X6 t m 1.5X3 0 6 p, 3X4 Lo 5 3X4 (F3) 1.4• X4 3X4 (Bi) 6'3 J 17'7` Q 4 4X5(R) 4X4 �- 1.51X4 15'7"8 j- 5'8 8 ---� �-2' �-4'3"8 17'0"8 -I - -21 '4" -� R=796# W=3"8 R=1362# W=3"8 TAG T114 SED: 74123 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY = 5 TOTAL 5 REV. 17.2m SCALE =0.2500 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REGUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF *IMPORTANT**SHALL NOT BE RESPONSIBLE FOR ANY HARNING IN HANDLING, ERECTION AND t DEVIATION FROM THIS DESIGN W THESE SPECIFICATIONS, DR ANY BRACING. SEE H18-91 BY TPI. SEE THIS DESIGN IR,IIS �� TC OL 7.0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ALPINE CONNECTORS ARE MADE OF 20GA GALY. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP - BC QL 1O•0 PSF 0RWG RDA446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHOSHALL BE LATERALLY BRACED WITH PROPER 5606 TRUSS AND UWESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD BC LL 0 •D PSF SAG CONNECTORS PER ORAMINGS 130, 150 L 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OFT 0 T.LD. WRI4 7 PSF D/A LEN. 21-4-0 CONFORM W/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE )7/1/91) FOR PROPER 1, P SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS E D O Q;. F DUR.FAC. 1 .33 ONLY,LY. AND SHALL NOT BE ALLIED UPON IN ANY OTHER MAY, DESIGN TO THE TgU55 ERECTION CONTgAC70R. INEEa`'��` .--ro{ rn��c mArr rasn n�*a Doc -. tea+ Nnr mHm �1Fc.nH=^'r•�,rn,-w ��.� .,,,�r �-..�•-,...._ '��'.r„., , � SPA('iNlt' ?/1 n I r•.nr CpFr Job: 5-3649 OT 66-1 T14 1 Mono VAULT GABLE THIS DWG. PREPARED FROM COMPUTER INPUT LOADS 6 QIMENSIONS)_SUBMITTEO BY TRUSS MFR. TOP CHORD 2x4 SP #2 N xWWARNING! 1 UNPLATEO JOINT(S)** BOT CHORD 2x4 SP #1 N WEBS 2x4 SP 03 PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. UPLIFT (LB): 200 200 200 240 230 BRG.LOC (FT): 0.00 4.00 6.67 9.33 15,71 DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. WIND SPEED - 100.00 MPH. MEAN HEIGHT = 15.00 FT. A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. ENCLOSED OR FULLY OPEN BUILDING (SBC) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. --------------------------------------------------------------- TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS SHIM ALL SUPPORTS TO SOLID BEARING. (+)-Gravity (-)-Uplift --------------------------------------------------------------- Wxx UPLIFT xxx I xxx HANGER xxx H5 = -455#1JackS Only) I HUS26 - + 2751# -1266#(lOd iply) MTS12 = -10000 1 HUS26 - + 3315# -1550#(16d iply) MT512 = -2000012 Each) I HHUS48 - + 4299# -1660#(10a 2ply) MTT28B - -37860(2 Each) (10d)I HHUS48 - + 51800 -20000(16d 2ply) MTT28B - -4455#(2 Each) 0 60)1 HGUS48 - + 6640# -21990(10d 2ply) MST60 - -4688#(Per 2ply) I HGUS48 - + 80000 -2650#06d 2ply) CS150 = -1650#(Each) I HGUS5.5= +11335# -39450(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 2X2 2'2"14 15'6"6 3X4 3 T 6p 1.5X3 tp_-__c�i3'i'ii � 12'1"i1 d 4.5 1—:911'1"i! I� 4' -----�- 2-8" +2.8M ft1-- 6'4"8 I�-- 16 - --� R=200# W=3"8 R=-223# W=3"B R=233# W=3"8 R=468# W=3"8 R=825# W=3"B TAG = T37 SED: 74125 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY = 1 TOTAL = 1 REV. 17.2m SCALE =0.2500 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t *IMPORTANT**SHALL NOTBE RESPONSIBLE FOR ANY ARNING IN H4NOLING, ERECTION ANO DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN 1TC OL 7•0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OST86 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE `ALPINE CONNECIORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTSUNLESS OTHERWISE INDICATED. TOP _ BC DL 10 .0 PSF DRWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS 70 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER5606TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD BC LL 0 .0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING - SEE - $TATE of = TOT.LO. 47 0 PSF O/A LEN. 1 6-O O CONFORM M/APPLICABLE PROVISIONS OF NOS i TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER F Q.'� SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS �' D RIO Q DUR.FAC. 1 •3 3 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO 1HE TRUSS ERECTION CONTRACTOR. INEEAs��f� O ,1r A ^N� (� "--IPT t9ii�,S Pt ATf INSTTTIt TF NITS 1991 NRTTONAI �FST(',N ';.PFFirirnTinN rr�n wr 1 1'� 111 -I'— � �,� � IP QF T'V1' P`i 0" T'Inf�i ll`�l! Job: 5- 49 LOT 66-1 T14 Mono VAULT THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS SUBMITTER BY TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP #2 N UPLIFT (LB): 660 490 WEBS 2x4 SP #3 BRG.LOC (FT): 0.00 16.00 UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. WINO SPEED = 100.00 MPH. MEAN HEIGHT = 15.00 FT. DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)=Gravity (-)-Uplift --------------------------------------------------------------- SHIM ALL SUPPORTS TO SOLID BEARING. *X* UPLIFT *rx I ■m* HANGER K** H5 = -455#(Jacks Only) I HUS26 = + 27510 -1286#00d iply) MTS12 - -10000 1 HUS26 - + 33150 -1550#06d 1ply) MTS12 = -2000#(2 Each) I HHUS48 - + 4299# -1660#(10d 2ply) MTT28B - -37860(2 Each) (1001 HHUS48 - + 51800 -2000#(16d 2ply) MTT288 = -4455#(2 Each) (16d)I HGUS48 = + 66400 -2199#(10d 2ply) MST60 = -4688#(Per 2ply) I HGUS48 - + 80000 -2650#(16d 2ply) CSf50 - -1650#(Each) I HGUS5.5- +113350 -39450(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS MAXIMUM GAP BETWEEN RIGHT BEARING WALL AND END WEB 1/2" 3X3 —1- 715 A,17.7" " 3X4 .5X3 3X4 3X4 0 11.5X4 `~ 3X4 6 C:-,- Q 4.5 2X7 (A 1) 919" �2• -1- 16.3"8 - -) R=931# W=3"8 R=753# W=3"8 TAG = T227 SED: 74042 PLT. TVP.-ALPINE DESIGN CRIT=TPI OTY 8 TOTAL 8 REV. 17.2m SCALE =0.2500 ALPINE ENGINEERED PRODUCTS, 1N1. TRUSSES REQUIRE EXTREME URE 12/01/95 TC LL 30 .0 PSF REF *I MP OR T ANT**SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING, ERECTION AND -( •''' DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN `I•MI1� TC OL 7.0 PSF DATE 12/01/95 1MM� :� t FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ME _ ` V ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED, TOP - - 8C DL 10.0 PSF ORWG A4464fi GR B EXCEPT AS NOTED APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER TRUSS AMO UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD 06BC LL 0 D PSF RAG CONNECTORS PER DRAWINGS 130. 150 i 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING SEE PSF D/A LEN. 16-3-8 MB COORM M/APPLICABLE PROVISIONS OF NDS i TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/91) FOR PROPER STATE OF TOT.LD. 47 SEAL OM THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS C 0 RIOT'Q P DUR.FAC. 1 .33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY, DESIGN TO TIME TRUSS ERECTION CONTRACTOR_ F INEERS, fl Job: (5-3649) LOT 66-1 T15G 21-8-8TRAY HIPM 14-11-10 THIS DWG. PREPARED FROM COMPUTER INPUT JLOADS & DIMENSIONS SUBMITTED BY TRUSS MFA. TOP CHORD 2x4 SP #1 N :T2 2x4 SP #2 N: DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. BOT CHORD 2x4 SP 02 N WEBS 2x4 SP #3 (A) 1X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH Bd NAILS @ 6' O.C. BRACING MATERIAL TO BE SUPPLIED BY *!(WARNING! 1 UNPLATED JOINTS)** ERECTION CONTRACTOR. " RIGHT END VERTICAL DESIGNED FOR VERTICAL LOADS ONLY. PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. UPLIFT (LB): 200 200 200 200 270 360 A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. BRG.LOC (FT): 0.00 2.67 5.33 8.00 11.04 21.46 MUST 8E PROPERLY ATTACHED TO THE BOTTOM CHORD. UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. WIND SPEED = 100.00 MPH. MEAN HEIGHT 15.00 FT. SHIM ALL SUPPORTS TO SOLID BEARING. ENCLOSED OR FULLY OPEN BUILDING (SBC) --------------------------------------------------------------- PROVIDE HANGER AT RIGHT ENO OF TRUSS FOR 444.95 LBS. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (+)=Gravity (-)=Uplift THE BUILDING DESIGNER IS RESPONSIBLE FOR THE GABLE SHEAR WALL --------------------------------------------------------------- DESIGN, CEILING AND ROOF SHEATHING DIAPHRAGM CONNECTIONS, AND *** UPLIFT *** 1 *** HANGER *** ALL TRUSS TO WALL CONNECTIONS. H5 = -455#(Jacks Only) I HUS26 - + 27510 -12860(10d 1ply) MTS12 = -10000 1 HUS26 = + 3315# -15500(16d 1ply) MEMBER TO BE LATERALLY BRACED FOR HORIZONTAL WIND LOADS. MTS12 = -20000(2 Each) I HHUS48 - + 42990 -1660#(IOd 2ply) BRACING SYSTEM TO BE DESIGNED AND FURNISHED BY OTHERS. MTT28B - -37860(2 Each) (10()1 HHUS48 - + 51800 -2000#(16d 2ply) MTT288 = -44550(2 Each) (16d)l HGUS48 - + 6640# -2199#(1Od 2ply) ALL PLATES ARE 1.5X3 EXCEPT AS NOTED. MST60 = -4688#(Per 2ply) 1 HGUS48 = + 8000# -26500(16d 2ply) C5150 - -1650#(Each) 1 HGUS5.5- +11335# -3945#(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS - 15'4"4 ml 6 4"4 * WARNING: UPLIFT REACTION OF -2590 OCCUREO ON A NON-WINO LOAD CASE. SPECIAL UPLIFT CONNECTION REQUIRED. 4X5(R) T2 3X3 THIS GABLE END WILL SUPPORT UP TO OVERHANG ALONG THE TOP CHORD. REFER TO DRAWING GE-001, GE-002, OR 876. 719 FOR STUD VERTICALS AND BRACING DETAILS. GABLE END HAS BEEN DESIGNED TO 3X4 TRANSFER ALL HORIZONTAL WIND LOADS INTO THE ROOF AND CEILING DIAPHRAGMS. CONNECTION AND DESIGN OF THESE SYSTEMS ARE THE A' RESPONSIBILITY OF THE BUILDING DESIGNER. THIS TRUSS WILL ALSO 6 G� SUPPORT 2'0" TOP/BOTTOM SPLIT ROOF LOAD ON ONE SIDE. v v v (A J(Aj12'7'11 Cn X3 qi 11'7'11 X4.5 m 10'7'11 4 U7 —+9 9" 1'7'14 1B 1"2 + 900Y + -L _[_ X m 2X --N--�-- N --}--N--�-—m ��-, —10'8 n 21 '8"8 -� R=-259# W=3"8 R=39# W=3"8 R=445# W=3" R=750#RWta28 W=3"8 R=924# W=3"8 TAG = T20 SED: 82313 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY = 1 TOTAL = 1 REV. 17.2m SCALE =0. 1875 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t NIMPORTANTXW SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION AND DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN 1%I 7.0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH UST8O BY TPI FOR ADDITIONAL SPECIAL PERMANENT BRACING RE - ' VUS f �� - pTC DL 1O O pSF DAWG ALPINE CONNECTORS ARE MADE OF 2OGA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. IOP BC DLAAA6 GR B ExCEPI AS NOTED APPLY COWTELTORS i0 EACH FACE OF LMORO SHALL BE IATERALIY BRACED N1TH PgoPEq , 5606 - TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD BC LL 0 •0 PSF RAG CONNECTORS PER DRAWINGS 130. ISO C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEESTATE OF TOT.LD. 47 PSF 0/A LEN. 21—B—B CWORM W/APPLICABLE PROVISIONS OF NOS G TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/911 FOR PROPER T SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS 0 R10 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY, DESIGN TO THE TRUSS ERECTION CONTRACTOR. El- 1 GA RI �� T11 lit�55 11 Lir 7\'STITIIT� NnS - 1991 NSTInNAt [1F N e�Tf T11r1T1f�.N Ff� a^"t ff•ctT 'tl 1. , �p`l1 T�!1? �Q "" T\nr 1, f1 Job: 5- 649 OT 66-1 T15 21-8-8 TRAY HIPM 4-11-10 THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP 11 N :T2 2x4 SP 82 N: PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. 80T CHORD 2x4 SP 11 N :82 2x4 SP f2 N: UPLIFT (LB): 490 540 WEBS 2x4 SP 13 :W5 2x4 SP 12 N: BRG.LOC (FT): 0.00 21.42 UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. WIND SPEED - 100.00 MPH. MEAN HEIGHT - 15.00 FT. PREDICTED HORIZONTAL MOVEMENT IS 0.58" DUE TO LIVE LOAD ENCLOSED OR FULLY OPEN BUILDING (SBC) . " AND 0.31' DUE TO DEAD LOAD AT ONE SUPPORT. --------------------------------------------------------------- TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. (+)-Gravity (-)-Uplift --------------------------------------------------------------- (A) 1X4 83 HEM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO IIMM UPLIFT IIMM 1 ITMN HANGER xm TL BE EQUALLY SPACED. ATTACH WITH (2) 8d NAILS. BRACING H5 = -4551(JackS Only) I HUS26 - + 27518 -1286#(10d 1ply) MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A MTS12 - -10001 1 HUS26 - + 3315/ -15508(16d 1ply) SUITABLE SUPPORT BY ERECTION CONTRACTOR. NTS12 - -20001(2 Each) I HHUS48 - + 42991 -16608(10d 2p1y) MTT28B - -37861(2 Each) (1001 HHUS48 - + 51801 -20001(16d 2ply) A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. MTT288 - -44551(2 Each) (16d)I HGUS48 - + 66408 -21998(10d 2ply) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MST60 - -46888(Per 2ply) 1 HGUS48 - + 80001 -26501(16d 2ply) CS150 - -16501(Each) I HGUS5.5- +113358 -39458(16d 3ply) --------------------------------------------------------------- REFERENC HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS - 14'8"6 RIGHT ENIF"VERTICAi A'59640 FOR VERI CAL LOADS ONLY. 8x8 3X4 T2 2X3 B 77 1 .5X3 v 6 p 3X4 ( v (A) A) (A)Q rn 1 .5X3 12 Ch 3X7 (A1) Q4.5 aD T u' 1'7"14 8'1'2 1.5X3 3X8 B2 2' 11 '0"8 T- 10'8" 3X 21 '8"8 R=1196# W=3"B R=997#E W=3"8 TAG = T36 SEQ: 74128 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY = 5 TOTAL - 5 REV. 17.2m SCALE =0.2500 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF *IMPORT ANT**SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING. ERECTION AND DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIM75, OR ANY BRACING. SEF HI8-91 BY TPI. SEE THIS DESIGNus L `TT111jNF'';, TC OL 7.0 PSF DATE 12/01/95 (1t FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ALPINE CONNECTORS ARE MADE OF 20GA GALV, STEEL MEETING ASTM DUIREMENTS. UNLESS OTHERWISE INDICATED, TOP - - 8C DL 10.0 PSF DRWG BE A446 GH W EXCEPT AS NOTED APPLY CONNECTORS TO EACH FACE OF CHORD SHALL LATERALLY BRACED WITH PHUPLR 5606 ' TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LV ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD W BC LL 0 .0 PSF RAG CONNECTORS PER DRAWINGS 13G. 150 G 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE = STATE OF _ T O T.LD. 47 .0 PSF 0/A LEN. 21-8-B CONFORM N/APPLICAWLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/91) FOR PROPER C O RIS' P SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS F Q DUR.FAC. 1 .33 IN ONLY. AND SHALL NOY BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR INEEta`' 1`` i i -,p A. r- '3A n" cP r ._TPN TM•�A ni.•, INrT,,li,r "I 1011 f rT Ta Job: 5-3 49 OT 66-1 T16G 1'0 GABLE THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 02 N UPLIFT (LB): 120 PLF WEBS 2x4 SP 03 BRG.LOC (FT): OVER CONTINUOUS SUPPORT UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. WINO SPEED - 100.00 MPH. MEAN HEIGHT = 15.00 FT. A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. ENCLOSED OR FULLY OPEN BUILDING (SBC) . MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. ------------------------------------------------------ TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS THIS GABLE END WILL SUPPORT UP TO 2'0' OVERHANG ALONG THE TOP (0-Gravity (-)-Uplift CHORD. REFER TO DRAWING GE-001, GE-002, OR 876, 719 FOR STUD ---------------------------------------+------- --------------- VERTICALS AND BRACING DETAILS. GABLE END HAS BEEN DESIGNED TO **M UPLIFT MTI* I MMPI HANGER MMM TRANSFER ALL HORIZONTAL WIND LOADS INTO THE ROOF AND CEILING H5 = -455#(Jacks Only) I HUS26 = + 2751# -12868(10d 1ply) DIAPHRAGMS. CONNECTION AND DESIGN OF THESE SYSTEMS ARE THE MTS12 - -1000# 1 HUS26 3315/ 15500(16d 1ply) RESPONSIBILITY OF THE BUILDING DESIGNER. THIS TRUSS WILL ALSO MTS12 - -2000#(2 Each) I HHUS48 - + 4299# -1660#(10d 2ply) SUPPORT 2'0' TOP/BOTTOM SPLIT ROOF LOAD ON ONE SIDE. MTT28B - -3786#(2 Each) (10d)I HHUS48 - + 5180# -20000(16d 2ply) MTT28B = -44550(2 Each) (16d)I HGUS48 - + 6640# -2199#(10d 2ply) THE BUILDING DESIGNER IS RESPONSIBLE FOR THE GABLE SHEAR WALL MST60 - -4688#(Per 2ply) I HGUS48 - + 8000# -2650#(16(1 2ply) DESIGN, CEILING AND ROOF SHEATHING DIAPHRAGM CONNECTIONS, AND CS150 - -1650#(Each) I HGUS5.5- +113350 -3945#(16d 3ply) ALL TRUSS TO WALL CONNECTIONS. ------------------------------------------------------------'-- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS FOR GABLE STUD VERTICALS, UNLESS OTHERWISE NOTED: FOR VERTICALS LESS THAN 4'0': 1.5X3 ALPINE, 13 WOODLOC. ALL PLATES ARE 1.5X3 EXCEPT AS NOTED. FOR VERTICALS GREATER THAN 4'0': 2X4 ALPINE, 23 WOODLOC. L 5.6 H 5,6 , _I t— 3X4 T Q 6 p OT (U 2X4 (D1) X4 (01) 11 ' R=94 plf W=11 ' TAG = T22 SED: 73995 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY = 1 TOTAL i REV. 17.2m SCALE =0.5000 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t *I MPORT ANT**SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING, ERECTION AND DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIO-91 BY TPI. SEE THIS DESIGN �Y1t� ��iTC OL 7 .0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OS18B BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING REALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP — BC OL 10 •0 PSF DRWG — — A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 5606 O •O PSF RAG TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORE) M BC LLCONNECTORS PER DRAWINGS 130. 150 C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF _ T0T.LO. 47 •0 PSF 0/A LEN. 11 O 0 CONFORM M/APPLICABLE PROVISIONS OF NDS C TPI AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/91) FOR PROPER EORSDP F SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE .DRYWALL APPLICATION FURNISH A COPY OF THIS Q DUR.FAC. 1 .33 IN ONLY, ANO SHALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. F INE EA`', [�f� ! .'Y /� �'1^ p •--IPI Lgi155 PI ATF INSLI t11lF N95 1991 NATinNAI fIFSTGN fPFf iF if AligN Fnq Wnrt!1 fn4c Tn1�f TlP• '''' ,i, .' 1 `` SPA(,TN�I C4 0" T��1(- 7/1'I A171 Job: 5-3649 LOT 66-1 T Common THIS DWG. PREPARED FROM COMPUTER INPUT LOADS & DIMENSIONS SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP #2 N UPLIFT (LB): 370 360 WEBS 2x4 SP #3 BRG.LOC (FT): 0.00 10.71 UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. WIND SPEED - 100.00 MPH. MEAN HEIGHT = 15.00 FT. DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+1-Gravity (-)=Uplift ------------------- ---------------------------------------- *** UPLIFT *** I OWN HANGER *** H5 = -455#(Jacks Only) I HUS26 - + 2751# -1286#(10d iply) MTS12 - -1000/ 1 HUS26 - + 3315# -1550#(16d 1ply) MTS12 - -2000#(2 Each) I HHUS48 - + 4299# -16600(100 2ply) MTT28B = -3786#(2 Each) (10d)I HHUS48 - + 5180# -2000#(16d 2ply) MTT28B = -4455#(2 Each (160)1 HGUS48 = + 6640# -2199#00d 2ply) MST60 - -4688#(Per 2ply) I HGUS48 - + 6000# -2650#(16d 2ply) CS150 = -1650#(Each) I HGUS5.5- +11335# -3945#(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS - -5'6" + 5'6" -� 4X4 m :-1 6 p m _ 2X4 (A 1) X4 (A 1) 4"3 1 .5x __KFe �--2 l i 2' ---� R=670# W=3"8 R=670# W=3"8 TAG = T28 SED: 74004 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY =_ 2 TOTAL 2 REV. 17.2m SCALE =0.3750 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t *IMPORTANTN*SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING, ERECTION AND DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE H18-91 BY TPI. SEE THIS DESIGN � U ",S �� TC DL 7 .0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OST88 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE W 'ALPINE CONNECTORS ARE MAGE OF 20GALV. STEEL MEETING AS7M OUIREMENTS- UNLESS O7HERMISE INDTLATEO, 70P - BC DL 1O .O PSF ORWG AA46 GR 8 EXCEPT AS NOTED APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 5000 0 .0 PSF RAG NLTRUSS AND UESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD MBC LL CONNECTORS PER DRAWINGS 130. 150 C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF - TOT.LD. 47 •0 PSF O/A LEN. 1 1-0-0 CONFORM M/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER Q. SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS C O RIOP Q'`: IN ONLY. AHO SHALL NOT BE RELIED UPON IN ANY OTHER WAY_ DESIGN TO THE TRUSS ERECTION CONTRACTUP. �� F OUR.Fac. 1 3 3 INEER`'o Gp rTNr 34 n rmlKi inr rn.cc. n Air iNSri T!!ir r.. Job: - 49 OT 66- T17 12-11-8 FLAT GIRDER THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x6 SP #2 N BOT CHORD 2x4 SP #1 Dense 2 Complete Trusses Required " WEBS 2x4 SP #3 :W2 2x4 SP 01 N: NAILING SCHEDULE: (0.131x3.0_9sails) DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. TOP CHORD: 1 ROW @ 4" O.C. " BOT CHORD: 1 ROW @ 16" O.C. THIS GIRDER DESIGNED TO CARRY 21-04-00 TRUSSES FRAMING TO WEBS : 1 ROW @ 4" o.c. TOP CHORD FROM ONE SIDE AND 16-00-00 TRUSSES FRAMING TO USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS TOP CHORD FROM OTHER SIDE. IN EACH ROW TO AVOID SPLITTING. (1) 1/2' bolts MAY BE USED FOR 2 0.131x3.0y_nails ON A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. THE TOP CHORD ONLY. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN. IT CANNOT BE USED UPSCD96 ®OWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR. 1 T4XIO 3X7X X7 4XIO co 2 TT LU 15'11" 4X10 3X9 4X1 12' i1"8 X4 3X R=5596# W=3"8 R=5596# W=3"8 TAG.= T17 SED: 74134 PLT. TYP.-ALPINE DESIGN CRIT-TPI QTY= i PLIES= 2 TOTAL= 2 REV. 30 .0 17.2m SCALE =0.5000 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF *XIMPORTANT)(M SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING, ERECTION AND �1T1TT, ' DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. BEE MIB-91 BY TPI. SEE 1H15 DESIGN TC OL 7 .0 PSF DATE 12/01/95 Ylr{� � �.� (� t FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ` V O\\\\\ ALPINE CONNECTORS ARE MADE OF 206A GALV STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP _ — BC OL 10 .0 PSF ORWG A446 GR B EXCEPT AS NRD NOTED. APPLY CONNECTORS TO EACH FACE OF CHOW SHALL BE LATERALLY BRACED WITH PROPER 5606 `\J\ TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD W '_ BC LL 0.0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE aE TOT.LD. 47 O PSF D/A LEN. 12-1 1—S CONFORM W/APPLICABLE PROVISIONS OF FATS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/911 FOR PROPER SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS 10 Rio"Q Q; JOUR.FAC. 1 .33 p IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER.WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. INE E•' F1 ^T -rrt - ni Pi ATF INSTIT)TF Nos = tagt NnTTnN l nFs*r.N s rrrnrnT nN N "n r,.. ,,..,. „ SPArMn 4FF ARrn/F T"nr Job: 5- 49 OT 6-1 J 7'0 END JACK THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP #2 N UPLIFT (LB): 330 220 200 WEBS 2x4 SP #2 N BRG.LOC (FT): 0.00 7.00 7.00 TRUSS DESIGNED FOR 100.00 MPH WIND• 19.51 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)=Gravity (-)=Uplift ------------------- ------------------------------------------ *** UPLIFT *** 1 *** HANGER *** H5 = -455#(Jacks Only) I HUS26 = + 27510 -1286#00d 1ply) MTS12 -10000 1 HUS26 - + 3315# -1550#(16d 1ply) MTS12 - -20000(2 Each) I HHUS48 - + 4299# -1660000d 2ply) MTT28B -3786#(2 Each) (104)1 HHUS48 - + 51800 -2000#(16d 2ply) MTT28B -4455#(2 Each) (16d)1 HGUS48 = + 66400 -21990(10d 2ply) MST60 -4688#(Per, 2ply) I HGUS48 - + 80000 -26500(164 2ply) CS150 -1650#(Each) 1 HGUS5.5- +113350 -39450(16d 3ply) --------------------------------------------------------------- R&E-QJ4?1#Hbb4s"RUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 3 ) 16d TOE-NAILS AT TOP CHORD. PROVIDE ( 2 ) 6 E-NAILS AT BOTTOM CHORD. 21'3"4 m 0 6 p cr T 2X6 (B2) I 17 7" �---2' 7' R=520# W=3"8 R=75# W=1"8 TAG = T24 SED: 74138 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY = 2 TOTAL 2 REV. 17.2m SCALE =0.5000 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t *IMPORTANT**SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION AND DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE MIB-91 BY TPI. SEE THIS DESIGN � 0 TC OL 7,O PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTB8 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ` pALPINE CONNECTORS ARE MAGE OF 20GA GALY. STEEL MEETING ASTM OUIREMENTS UNLESS OTHERWISE INDICATED, TOP - BC OL 1O •0 PSF DRWG A4A6 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 5606O O PSF RAG TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD - SC LLUCONNECTORS PER DRAWINGS 130• 150 C 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING - SEE srAre of _ TOT LD_ 47 O PSF D/A LEN. 7-0-0 CONFDRN M/APPLICASLE PROVISIONS OF NOS i TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/91) FOR PROPER � SEAL ON R1�P ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS �� DUR.FAC. 1 .33 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY, DESIGN TO THE TRUSS ERECTION CONTRACTOR. INEt^�� q P A r T ATE' � l n" F JAry Job: 5- 649 LOT - J CORNER JACK THIS DWG. PREPARED FROM COMPUTER INPUT LOADS 6 DIMENSIONS SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 02 N UPLIFT (LB): 290 200 200 WEBS 2x4 SP #2 N BRG.LOC (FT): 0.00 5.00 5.00 TRUSS DESIGNED FOR 100.00 MPH WIND. 19.09 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)-Gravity (-1-Uplift --------------------------------------------------------------- *** UPLIFT *** I *** HANGER *** H5 = -455#(JaCkS Only) I HUS26 - + 2751# -1286#110d !ply) MTS12 - -1000# 1 HUS26 - + 3315# -1550#(16d !ply) MTS12 - -2000#(2 Each) I HHUS48 - + 4299# -i660#(10d 2ply) MTT28B - -3786#(2 Each) (100)1 HHUS48 - + 5180# -2000#(16d 2ply) MTT28B = -4455#(2 Each) (16d)1 HGUS48 - + 6640# -2199#(10d 2ply) MST60 - -4688#(Per 2ply) I HGUS48 - + 8000# -2650#(16d 2ply) CS150 = -1650#(Each) I HGUS5.5- +11335# -3945#06d 3ply) -------------------------------------- --------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 2 ) 16d TOE-NAILS AT TOP CHORD. PROVIDE ( 2 ) 16d TOE-NAILS AT BOTTOM CHORD. R=140# W=1"8 20'3'4 m 1 - 0 sp � T 2X6(B2) 17 7" 2. 5. J R=437# W=3"8 R=46# W=1"8 TAG = T38 SEG: 74142 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY = 6 TOTAL = 6 REV. 17.2m SCALE =0.5000 ALPINE ENGINEERED PROOUCIS. INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF _ t *IMPORTANT**SHALL NOT BE RESPONSIBLE FOR*NY ARNING IN HANDLING. ERECTION ANO DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE MIB-91 BY TPI. SEE THIS DESIGN _eINEEVro' TC DL 7 .0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS 1N CONFORMANCE WITH UST88 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING REALPINE CONNECTORS ARE MADE OF 20GA GALV STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP _ BC DL 10 .0 PSF DRWG AAA6 GR 8 EXCEPT AS NOTED APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 0 O PSF RAG TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORDBC LLCONNECTORS PER DRAWINGS 130. 150 C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE TOT.LD. 47 .0 PSF O/A LEN. 5-0-0 CONFORM W/APR ICABLE PNOVISIONS OF NOS G IPI AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/911 FOR PROPER SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION FURNISH A COPY OF THIS DUR.FAC. 1 .33 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. D /''� I+ �1w n /''�NIlS = 1941 NATTn— OFCIGN cn 11'�fA"��: T"'n w.-...rT �r.•."��:...��^. T it "� lPnl Tn11. P4 0" T�• r NAI.K Job: 5- 49 T 66-1 JCORNER JACK THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 IMENSIONS SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP #2 N UPLIFT (LB): 260 200 200 WEBS 2x4 SP #2 N BRG.LOC (FT): 0.00 3.00 3.00 TRUSS DESIGNED FOR 100.00 MPH WINO, 18.59 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)-Gravity (-)-Uplift ------------------- -------------------------------------- *** UPLIFT *N* I UK* HANGER Xxm H5 = -455#(Jacks Only) I HUS26 - + 2751# -1286#(10d (ply) MTS12 - -1000# 1 HUS26 - + 3315# -15500(16d (ply) MTS12 - -2000#(2 Each) I HHUS48 - + 4299# -1660#(SOd 2ply) MTT288 - -37860(2 Each) (100)1 HHUS48 - + 5180# -2000#(16d 2ply) MTT288 = -4455#(2 Each) (164)1 HGUS48 = + 6640# -2199#(10d 2ply) MST60 - -4688#(Per 2ply) I HGUS48 - + 80000 -2650#(16d 2ply) CS150 - -1650#(Each) I HGUS5.5- +11335# -39450(164 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 2 ) 16d TOE-NAILS AT TOP CHORD. PROVIDE ( 2 1 16d TOE-NAILS AT BOTTOM CHORD. R=47# W=1"8 19'3"4 1 m 6 O —r 2x6(B2) clu _61_3 17'7" I`--2 3 R=372# W=3"8 R=32# W=1"8 TAG = T39 SED: 74148 PLT. TYP.-ALPINE DESIGN CRIT=TPI ©TY = 6 TOTAL - 6 REV. 17.2m SCALE =0.5000 ALPINE ENGINEERED MQQUCT5. INC TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30•0 PSF REF _ )(*IMPORTANT**SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING, ERECTION AND — (� DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI SEE THIS DESIGN eblE 111 TC DL 7.0 PSF DATE 12/01/95 FAILURE TO BUILD THE IRuSS IN CONFORMANCE WITH OSTBB BY TPI FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ALPINE CONNECTORS ARE MAGE OF 20GA GALV. STEEL MEETING ASTM QUIRENENTS. UNlE55 OTMERMISE INDICATED. TDP - BC OL 10.0 PSF DAWG A446 GR 8 EXCEPT AS NOTED APPLY CONNECTORS TO EACH FACE OF CHORD SHALL OE LATERALLY BRACED WITH PROPER IRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORDBC LL 0 .0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 i 150A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE = TOT.LD. 47 •0 PSF 0/A LEN. 3-0-0 CONFORM W/APPLICABLE PROVISIONS OF NOS G TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/911 FOR PROPERP: 1 .33 SEAL ON THIS ORAW[NG APPLIES 70 THE COMPONENT DEPICTED HERE DRYWALL APPLILAiION FURNISH A COPY OF 7HI5 � DUR.FAC.IN ONLY. ANO SHALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN TO TME TRUSS ERECTION CONTRACTON.TPI . Tfl1S f ATF TNSTTT11Tc NQS = 1991 NAT!01 1 IIFSTGN c�'Ff IF 1f 1T�(�N r^�l Nnn�ff �Tn rl l/` ��Jr��i �� ` SPAPTNr,, P4 W T'•nr .IA('K kb: (5-3§42) T - J CORNER JACK THIS OWG. PREPARED FROM COMPUTER INPUT LOADS 6 OIMENSIONSI SUBMITTED BY TRUSS MFR. f P CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. 40T CHORD 2x4 SP 92 N 2x4 SP 02 N UPLIFT (LB): 320 200 200 WEBS BRG.LOC (FT): 0.00 1.00 1.00 TRUSS DESIGNED FOR 100.00 MPH WINO. 18.09 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) , DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- END VERTICALS NOT TO BE EXPOSED TO HORIZONTAL WIND. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (+)-Gravity i t y (-)-Uplift 4 RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. --------------------------------------------------------------- 14U5T BE PROPERLY ATTACHED TO THE BOTTOM CHORD. xxx UPLIFT *** 1 *** HANGER *** H5 = -455#(JaCkS Only) 1 HUS26 - + 2 75 10 -1286#(IOU 1ply) MTS12 - -1000/ 1 HUS26 - + 3315/ -15500(16d 1ply) MTS12 - -2000/(2 Each) I HHUS48 - + 4299/ -16600(IOd 2ply) MTT28B - -3786/(2 Each) (lOd)1 HHUS48 - + 5180# -20000(16d 2ply) MTT28B = -4455012 Each) (16d)1 HGUS48 - + 66400 -21990(10d 2ply) MST60 - -4688#(Per 2ply) I HGUS48 - + 80000 -26500(16d 2ply) CS150 - -16500(Each) I HGUS5.5- +113350 -39450(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 2 ) 16d TOE-NAILS AT TOP CHORD. PROVIDE ( 2 ) 16d TOE-NAILS AT BOTTOM CHORD. 6 p 18'3"4 —T— 2X6(B2) IC 0"3 �2� 1 . R=449# W=3"8 R=32-ff=6g1'W3--1"8 TAG T40 SED: 74152 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY = 6 TOTAL = 6 REV. 17.2m SCALE =0.5000 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t *I MPOR T A N T X 1f SHALL NOT BE RESPONSIBLE FOR ANYWARNING IN HANOLING. ERECTION AND DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN elVEE�""�0 TC DL 7.O PSF GATE 12/01/95 FA[L URE TO 6UI10 TME TRUSS 1N CONFORMANCE #ITN OST6B BY TP1. FOR AOOITIDNAL SPECIAL PERMANENT BRACING RE ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP 8C DL 10.0 PSF DRWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPERTRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD BC LL 0.0 PSF RAG CONNECTORS PER DRAWINGS 130, 150 G 16GA-F. DESIGN STANOAROS WITH PROPERLY ATTACHED RIGID CEILING SEE _ TOT.LD. 47 .0 PSF D/A LEN1-0-0 CONFORM W/APPLICABLE PROVISIONS OF NOS 6 TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/91) FOR PROPERSEAL ON THIS DRAWING APPLIES IO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS ' DUR.FAC. 1 . 33 IN ONLY. ANO SHALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR `-TP, 111015 Pi All F"TTnirr Nne : foa, NATTON ei �� ` �P�f TA1f� ?4 (1" T•.nn 1n(�K Job: 5-3 49 T 66-1 J 7'0 HIP JACK THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS UBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #1 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 01 N UPLIFT (LB): 200 200 200 WEBS 2x4 SP #3 BRG.LOC (FT): 0.00 9.90 9.90 TRUSS DESIGNED FOR 100.00 MPH WIND, 19.59 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L1240 LIVE AND L/180 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . -------------------------------------------------------------- THIS HIPJACK IS DESIGNED TO SUPPORT A CORNER SET WITH 07-00-00 TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS SETBACK. CORNER JACKS HAVE NO WEBS. (+)-Gravity (-)-Uplift ------------------- -------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. *** UPLIFT *** I *** HANGER rat* MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 = -455#(Jacks Only) I HUS26 - + 2751/ -1286#1100 1ply) MTS12 - -1000# 1 HUS26 - + 3315/ -1550#(16d 1ply) MTS12 - -20000(2 Each) I HHUS48 - + 4299# -1660#(10d 2ply) MTT288 - -3786#(2 Each) (10d)) HHUS48 - + 5180# -20000(16d 2ply) - 134# MTT288 44550(2 Each) (160)( Hq{1S 640sI 2199#(10d 2ply) MST60 -4688#(Per 2ply) I H6115 #+ �lX)l�#�2650#(16d 2ply) CS150 - -1650#(Each) I HGUS5.5- +113350 -39450(16d 3ply) ----- ----------------------------------- 12'8"12 RFFFRFNrF HQ1 MFS t IIMRFR nFTAT1 SHFFT FOR up1hFT/HANGER DETAILS PROVIDE l 3 ) 16d TOE-NAILS AT TOP CHORD. PROVIDE ( 3 ) 16d TOE-NAILS AT BOTTOM CHORD. 21'3"8 2X4 M 0 4.24 p v —�— 2X5 (B 1) 6" 17 7" 1 . X4 ----2'9"15 9' 10"13-4'2"15 5'7"14 —� R=560# W=4"15 -113RDN R=295# W=1"B TAG = T33 SEO: 74154 PLT. TYP.—ALPINE DESIGN CRIT=TPI OTY = 1 TOTAL 1 REV. 17.2m SCALE =0.5000 t ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF *IMPORTANTM 1E SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION ANO - DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TP7. SEE THIS DESIGN 11.T(l ��i� TC.' DL. 7.0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ` V�ALPINE CONNECTORS ARE MADE OF 2OGA GALY. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP 8C DL 10.0 PSF DRWG A446 GR 8 EXCEPT AS NOTED- APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 5606TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD * BC LL 0'0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING SEE STATE OF TOT.LD. 47 .0 PSF D/A LEN. 9-10-13 CONFORM W/APPLICABLE PROVISIONS OF NDS C TPI, AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER P Q'� SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS �. �0 Filu �Q DUR.FAC. 1 .33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY. SIGN TO THE TRUSS ERECTION CONTRACTOR. INE to'.'!' SPACTNCi C,DFF A(�C�VF TV(lF T)ArK -.TPI IRti55 PI AIF #NST I�-I/TI/TFC^NQS •x`991 N0.TjRtpj DFSIGN SPFf If Tf I.T 1(7N FOR M(1!1(t ff1VS iR��f iif`I 1111� Job: 5- 49 T 6 - J HJ5' " w/603 HEEL THIS DWG. PREPARED FROM COMPUTER INPUT LOADS & DIMENSION SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #i Dense PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) BOT CHORD 2x4 SP 02 N UPLIFT (LB): 350 200 240 WEBS 2x4 SP 02 N BRG.LOC (FT): 0.00 7.78 7.78 TRUSS DESIGNED FOR 100 MPH WIND. 19.22 FT MEAN HEIGHT. WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. --------------------------------------------------------------- THIS HIPJACK IS DESIGNED TO SUPPORT A CORNER SET WITH 05-06-00 TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS SETBACK. CORNER JACKS HAVE NO WEBS. (+)-Gravity (-)-Uplift --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24.00" O.C. 1L II IL UPLIFT *** I *N* HANGER * MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 - -455#(Jacks Only) I HUS26 - + 2751# -1286#(10d )ply) MTS12 - -10000 1 HUS25 = + 33150 -1550#(16d 1ply) MTS12 - -2000#(2 Each) I HHUS48 - + 42990 -1660#(10d 2ply) MTT288 - -3786#(2 Each) 100)1 HHUS48 - + 51800 -2000#(16d 2ply) MTT288 - -4455#(2 Each) 116d)l HGUS48 = + 6640# -2199#(10d 2ply) MST60 - -4688#(Per 2ply) I HGUS48 - + 8000# -26500(16d 2ply) CS150 - -1650#(Each) I HGUS5.5• +11335# -39450(16d 3ply) --------------------------------------------------------------- - 169# REFERENCE HOLM$ 12utl�ER.DV?J, SHEET FOR UPLIFT/HANGER DETAILS m PROVIDE ( 3 1 16d TOE-NAILS AT TOP CHORD. it PROVIDE ( 3 ) 16d TOE-NAILS AT BOTTOM CHORD. I[IT„ 10'7"4 1 20.6.8 m 4.24 v m —�— 2X5 (B 1) 417-7- 2'9 " 15 7'9"5 ----� -4 ' 11"6 -- -2'9"15 ----� R=483# W=4"15 136# R=76# W=3" TAG = T42 SEG: 27008 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY = 2 TOTAL - 2 REV. 17.3t SCALE =0.5000 ALPINE ENGINEERED PROMYS. INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t *IMPORTANT*X SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION ANODEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN L ,, TC OL 7.0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ` � - ALPINE CONNECTORS ARE MADE OF 206A GALV. STEEL MEETING ASIX OUIREMENTS UNLESS OTHERWISE INDICATED. TOP - BC OL 10.O PSF ORWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER5606 MSK TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. 90TT0M CHORD BC LL O.O PSFCONECTORS PER DRAWINGS 130. 150 L IGOA F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING - SEE - STATE OF 47 .O PSF O/A LEN. 7-9-5 CONFORM M/APPLICABLE PROVISIONS OF NOS C. IPI AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER - T O T.LD. SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS O RIO Q Q; IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY. I DESIGN TO THE TRUSS ERECTION CONTRACTOR_ INEER�. PR .•,a o ta IaSi111Rr ars - o� am*nano n«,,;a r.. ,,,� r ., ., SPArTNIr: qFF ARnVF 1Af K Job: - 4 LOT 66-1 J 6-2-8 END JACK THIS DWG. PREPARED FR M COMPUTER INPU (LOADS 6 DIMENSIONS) SUBMITTED Y TRUSSMFR. TOP CHORD 2x4 SP 02 N DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. BOT CHORD 2x4 SP i2 N ' WEBS 2x4 SP #2 N PROVIDE ( 3 1 160 TOE-NAILS AT TOP CHORD. PROVIDE ( 2 ) 16d TOE-NAILS AT BOTTOM CHORD. Y R=182# W=1"8 11'i"8 n uo 1 - T 2X4 (A0 4'3 8' �--- 2' --+ — 6'2"B ----1 R=493# W=3"B R=61# W=1"B TAG T29 SED: 74140 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY = 2 TOTAL 2 REV. 17.2m SCALE =0.5000 ALPINE ENGINEERED PRODUCTS' INC. TRUSSES AEDUIRaE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF *IMPORTANT*)t SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING, ERECTION AND dl TC DL 7.O PSF GATE 12/01/95 DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI SEE THIS DESIGN FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TP], FOR ADDITIONAL SPECIAL PERMANENT BRACING REV�_ ALPINE CONNECTORS ARE MADE OF 2OGA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP _ _ 8C DL 10•0 PSF QRWG A446 GR 8 EXCEPT AS NOTED. APPLY CONNECTORS 70 EACH FACE OFCHORD SHALL BE LATERALLY BRACED WITH PROPER TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD - BC' LL 0 •0 PSF RAG CONNECTORS PER DRAWINGS 130, 150 C 16OA-F. DESIGN STANOAADS WITH PROPERLY ATTACHED RIGID CEILING SEE TOT LD. 47 0 PSF 0/A LEN. 6-2—B CONFORM W/APPL.[CABLE PROVISIONS OF NOS C IPI AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/91) FOR PROPERSEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION FURNISH A COPY OF THISIN ONLY, ANO SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. DUR.F AC. 1 3 3i,. 4 K Job: 5-3 49 OT - J 5-0 CORNER JACK THIS DWG. PREPARED FROM COMPUTER INPUT L ADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP #2 N UPLIFT (LB): 270 200 200 WEBS 2x4 SP #2 N BRG.LOC (FT): 0.00 5.00 5.00 UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. WINO SPEED - 100.00 MPH. MEAN HEIGHT = 15.00 FT. DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY-OPEN BUILDING (SBC) . ----------------- --------------------------------------------- ' A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" D.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)-Gravity (-)-Uplift ------------------- --------------------------------------- *K* UPLIFT *** ) *** HANGER *** H5 = -455#(JackS Only) 1 HUS26 - + 2751# -12860(10d iply) MTS12 - -10000 1 HUS26 - + 3315# -1550#(16d 1ply) MTS12 - -2000#(2 Each) I HHUS48 - + 4299# -16600(IOd 2ply) MTT28B - -3786#(2 Each (10d)I HHUS48 - + 51800 -2000#(16d 2ply) MTT288 = -44550(2 Each) (16d)I HGUS48 - + 6640# -2199#(10d 2ply) MST60 - -4688#(Per 2ply) I HGUS48 - + 8000# -2650#(164 2ply) CS150 - -1650#(Each) I HGUS5.5- +11335# -3945#(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 2 ) 16d TOE-NAILS AT TOP CHORD. PROVIDE ( 2 1 16d TOE-NAILS AT BOTTOM CHORD. R=134# W=1"8 10'6"4 t*l 1 0 6 P Cu T 2X4 (A1) 4'3 B' 2. 5. f _ R=445# W=3"8 R=44# W=1"8 TAG = T30 SEQ: 74144 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY = 6 TOTAL = 6 REV. 17.2m SCALE =0.5000 ALPINE ENGINEEREDPRODUCTS, INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF *IMPORTANT)(*SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING. ERECTION AND DEVIATION FROM 11115 DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN ` 0YTi� TC DL 7.0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OST88 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE _ 1 - ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTi UNLESS OTHERWISE INDICATED. TOP - - 8C DL 10•0 PSF DRWG A446 OR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 5606 TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD - W ' BC LL O .O PSF RAG CONNECTORS PER DRAWINGS 1LE 30, 150 G 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE LD. 47 O PSF D/A LEN. S—O—O CONFORM M/APPLICABPROVISIONS OF NOS C TPI, AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER STATE OF _ TOT SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTEDHERE DRYWALL APPLICATION. FURNISH A COPY OF THIS 0 RYA'Q�� IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY DESIGN TO THE TRUSS ERECTION CONTRACTOR_ F DUR.FAC. 1 3 3 TPI .ss n 1usrTniT= un5 - 1441 Hn Tnu>� nr•�TnH srrr• rn.•nu r .�w :r -.�� -..• INEER`',� SP4rTn+r_ ?4 0" IArK Job: 5-3649 LOT 66- JCORNER JACK THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP #2 N UPLIFT (LB): 250 200 200 WEBS 2x4 SP 02 N BRG.LOC (FT): 0.00 3.00 3.00 UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. WIND SPEED - 100.00 MPH. MEAN HEIGHT = 15.00 FT. DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- ° A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)=Gravity (-)-Uplift --------------------------------------------------------------- *** UPLIFT K*x I *MIE HANGER **M H5 = -455#(Jacks Only) I HUS26 = + 2751# -1286#(10d 1ply) MTS12 - -1000# 1 HUS26 - + 3315# -1550#(16d 1ply) MTS12 - -2000#(2 Each) I HHUS48 - + 4299# -1660#(10d 2ply) MTT288 - -3786#(2 Each) (10d)I HHUS48 - + 51800 -2000#06d 2ply) MTT288 = -4455#(2 Each) (16d)I HGUS48 - + 6640# -2199#(10d 2ply) MST60 - -4688#(Per 2ply) I HGUS48 - + 8000# -2650#(16d 2ply) CS150 - -1650#(Each) I HGUS5.5- +11335# -3945#(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 2 ) 16d TOE-NAILS AT TOP CHORD. PROVIDE ( 2 ) 16d TOE-NAILS AT BOTTOM CHORD. R=37# W=1"8 9 6"4 I � 0 6 P;- .~ - F- 2 X 4 (A 1) 4'3 R=384# W=3"8 R=14# W=1"8 TAG = T31gEO: 74146 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY = 6 TOTAL 6 REV. 17.2m SCALE =0.5000 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t *IMPORTANT**SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING, ERECTION ANODEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN YT111111fT� - TC DL 7 •0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH USTB8 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE `ALPINE CONNECTORS ARE MADE OF 20GA GALY STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP - - BC DL 10 .0 PSF DRWG A446 GR 8 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 5606 TRUSS AND UTiESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD W BC LL 0•0 PSF RAG CONNECTORS PER DRAWINGS 130. ISO C 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE - STATE of = TOT.L D. 47 .0 PSF 0/A LEN. 3-0-0 CONFORM M/APPLICABLE PROVISIONS OF NOS C. TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER P P'� SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS ORIS Ae. IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. F JOUR.FAC. 1 3 3 WEER`?,. SPACTNG 24 0 T"nc JAf K - iP1 - IR„•;5 11♦tF INSTITIITF NDS = 1111 NAT IONAI DFS ION SPFf'iF TFATi(1N Fnq Nin() {'(1N5 Tn_T l n�. Job: 5- 49 LOT 66-1 J CORNER JACK THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS U MITTED BY TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP #2 N UPLIFT (LB): 310 200 200 WEBS 2x4 SP #2 N BRG.LOC (FT): 0.00 1.00 1.00 UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. WIND SPEED - 100.00 MPH. MEAN HEIGHT = 15.00 FT. DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)-Gravity (-)-Uplift --------------------------------------------------------------- *k* UPLIFT kk* I *k* HANGER *** H5 = -455#(JackS Only) I HUS26 = + 27510 -1286#(10d 1ply) MTS12 - -10000 1 HUS26 - + 33150 -1550#06d 1ply) MTS12 - -20000(2 Each) I HHUS48 - + 4299# -1660#00d 2ply) MTT28B - -3786#(2 Each) (10d)I HHUS48 - + 5180# -20000(16d 2ply) MTT28B = -44550(2 Each) (16d)I HGUS4B - + 6640# -21990(10d 2ply) MST60 - -4688#(Per 2ply) I HGUS48 - + 8000# -2650#(16d 2ply) CS150 - -1650#(Each) I HGUS5.5- +113350 -39450(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 2 1 16d TOE-NAILS AT TOP CHORD. PROVIDE ( 2 ) 16d TOE-NAILS AT BOTTOM CHORD. 6 p B'6"4 T 2X4 (A i) 10"3 4'3 0 —L�y 8' �-2' + i ' —i R=505# W=3"8 R=-228#-00#"8=1"8 TAG = T32 SED: 74150 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY = 6 TOTAL 6 REV. 17.2m SCALE =0.5000 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REDUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t **IMPORTANT**SHALL NOT BE RESPONSIBLE FOR ANr ARNINGIN HANDLING, ERECTION AND ,,,DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN STH a TipTC DL7 0 PSF DATE !2/01/95 FAILURE TO BUILD THE TRUSS 1N CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ` J - /�ALPINE CONNECTORS ARE MADE OF 20GA DALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED, TOP - _ BC DL 10 .0 PSF DRWG A446 GR 8 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL. BE LATERALLY BRACED WITH PROPER 5606 TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD * BC LL 0.0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE - STATE OF _ TOT .L D. 47 .0 PSF D/A LEN. 1-0-0 CONFORM M/APPLICABLE PROVISIONS OF NDS G TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 0/1/911 FOR PROPER SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS .' �. I D Rid'' Qom.` ,,lS DUR.FAC. 1 .33 IN ONLY, ANO SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. INEEp`'� I+ !, A n --TPI _ 181155 PI ATF 1_•NSTITIITF, NHS =„_1491 NATTONAl 1FSTGN co CTT rAi N I^N SP4^TN`' 7� ll,� T`-nom IAf'K Job: -3649 LOT -i J 5-2-8 HIP JACK THIS OWG. PREPARED FROM COMPUTER INPUT LOADS & DIMENSIONS SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 02 N UPLIFT (LB): 460 200 200 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 8.78 8.78 TRUSS DESIGNED FOR 100.00 MPH WIND. 15.00 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- THIS HIPJACK IS DESIGNED TO SUPPORT A CORNER SET WITH 06-02-08 TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS SETBACK. CORNER JACKS HAVE NO WEBS. (fl-Gravity (-)-Uplift --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. rx4 UPLIFT r*r I *XX HANGER rrr MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 = -4550(Jacks Only) I HUS26 = + 27510 -12860(fod ]plyl MTS12 - -10000 1 HUS26 - + 33150 -15500(16d 1ply) MTS12 - -20000(2 Each) I HHUS48 - + 42990 -16600(10d 2ply) MTT28B = -37860(2 Each) (10d)1 HHUS48 - + 51800 -20000(16d 2ply) MTT28B = -44550(2 Each) (16d)1 HGUS48 - + 66400 -21990(104 2ply) MST60 - -46880(Per 2ply) I HGUS48 - + 80000 -26500(164 2ply) 9 8 CS150 = -1650#(Each) - " S 5- + L 50 -39450(16d 3ply) --------------------------- ------------------- m REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROvIDE ( 3 ) ]6d TOE-NAILS AT TQ ILS 11 '8"13 PROVIDE 3 i6d TOE-NAILS AT OT CHORD. 11'1"12 1.5X3 in 4.24 p (n T 2X4 (Al) 4"3 8' pqy 1.5X4 �-2'9"15 8'9"6 J I -3' 1"8 145'9"6 - R=470;8 W=4"i5 - 137# R=264# W=1"8 TAG = T34 SED: 73989 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY - 1 TOTAL = i REV. 17.2m SCALE =0.5000 ALPINE ENGINEERED PRODUCM INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF (� *IMPORTANT**SHALL NOT BE RESPONSIBLE FOS ANY WARNING IN HANDLING. ERECTION AND DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN TC OL 7 •0 PSF DATE 12/01/95 \\U1V`"IA\U FAILURE TO BUILD THE TRUSS IN CONFORMANCE MITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED, TOP _ - 8C OL 10.0 PSF ORWG AW46 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED MITH PROPER NA ESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD W BC LL 0.0 PSF RAG - 5606 _ TRUSS AND U \(�\ CONNECTORS PER DRAWINGS 130. 150 C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF - TOT.LD. 4 7 0 PSF 0/A LEN. S—9—G CONFORM Y/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER O� P: SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY Of THIS EORIQ � DUR.FAC. 1 .33 i IN ONLY. AND SHALL A10! BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. �� NEER`' '��, qP�r rrlr cFP RnvF r ,� I A('K Job: 5-3 49 LOT 66- HJ5'6" w/403 HEEL THIS OWG. PREPARED FROM COMPUTER INPUT__(LOADS 6 DIMENSION SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #i Dense PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) BOT CHORD 2x4 SP #2 N UPLIFT (LB): 330 200 220 WEBS 2x4 SP #2 N BRG.LOC (FT): 0.00 7.78 7.78 TRUSS DESIGNED FOR 100 MPH WIND, 15.00 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. --------------------------------------------------------------- THIS HIPJACK IS DESIGNED TO SUPPORT A CORNER SET WITH 05-06-00 TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS SETBACK. CORNER JACKS HAVE NO WEBS. (+)=Gravity (-)-Uplift --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24.00" O.C. *xx UPLIFT *** I *** HANGER *** MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 = -455#(Jacks Only) I HUS26 = + 2751# -1286#00d 1ply) MTS12 - -10000 1 HUS26 - + 3315# -1550#06d 1ply) MTS12 - -2000#(2 Each) I HHUS48 - + 4299# -1660000d 2ply) MTT28B - -37860(2 Each) (10d)I HHUS48 - + 5180# -2000#(16d 2ply) MTT28B = -44550(2 Each) (16d)I HGUS48 = + 6640# -2199#(10d 2ply) MST60 - -4688#(Per 2ply) 1 HGUS48 - + 80000 -2650#(16d 2ply) CS150 - -1650#(Each) I HGUS5.5- +11335# -3945#(16d 3ply) --------------------------------------------------------------- - 156# REFERENCE HOLMW=�VF#R R TAIb SHEET FOR UPLIFT/HANGER DETAILS m PROVIDE ( 3 1 16d TOE-NAILSATTOP CHORD. PROVIDE ( 3 116d TOE-NAIL AT BOTTOM CHORD. � 107"4 10'10-10 m 4.24 p m --r 2X4 (A 1) 4"3 8'1"2 2'9 15 T9 5 -� �-- 4 ' 11"6 2'9" 15 --� R=485# W=4"15 125# R=79# W=3" TAG = T43 SED: 27012 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY = 2 TOTAL = 2 REV. 17.3t SCALE =0.5000 ALP IKE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF *I MPGR T AN T*)(SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING. ERECTION AND t TC DL 7 .0 PSF DATE 12/01/95 DEVIATION FROM THIS OESIGN OR iHE$E SPECIFICATIONS, OR ANY BRACING. 6EE MIB-91 BY TP1 SEE THIS DESIGN �� FAILURE IO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY IPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE `ALPINE CONNECTOR$ARE MADE OF 20GA GALV. STEEL MEETING ASTM QUIREMENTS, UNLESS OTHERWISE INDICATED, TOP - - BC DL 10 .0 PSF DRWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - 5606 _ TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD * BC LL 07-0 PSF M S K CONNECTORS PER DRAWINGS 130. 150 C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE - STATE OF = TOT.L D. 4• 0 PSF 0/A LEN. 7-9-5 CONFORM M/APPLICABLE PROVISIONS OF NUS L TPI, AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/911 FOR PROPER ' SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY Of THIS ORI Q P�' 1 .33 HE IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO TTRUSS ECRA 2L11-2 [ONTCTUR. F DUR.FAC. INEEVF' IqPACTNG SFE AROVF 1TvrF JArK �--IPI - TMISS PI ATF INSTITUTE NOS - 1991 NATION Al FSIGN SPffIF If AiIDN FO9 MnOO fONS TRI,f T'ON �III,I,ITA CITY OF ATLANTIC BEACH S41 800 SEMINOLE ROAD J =" ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 INSPECTION EMAIL REQUEST: Building-dept2egab.us Application Number . . . . . 07-00000905 Date 6/25/07 Property Address . . . . . . 1435 LINKSIDE DR Application type description MECHANICAL ONLY Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 0 ---------------------------------------------------------------------------- Application desc 1 cu 1 ahu ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ ROBBINS, JACK P. THIGPEN HEATING & COOLING INC. 2801 DAWN ROAD ATLANTIC BEACH FL 32233 JACKSONVILLE FL 32207 (904) 448-1962 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL PERMIT Additional desc . . Permit Fee . . . . 79 . 00 Plan Check Fee . 00 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 12/22/07 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 79 . 00 79 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 79 . 00 79 . 00 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. CITY OF ATLANTIC BEACH MECHANICAL PERMIT APPLICATION Uta Date: Property Address: q-1 Owner:—\c>. Telephone Contractor: -T- . elephone#:Rey-uy VRU2- Contractor Address: nC4 Fax In consideration of permit given for doing the work as described in the above statement, a hereby agree to perform said work in accordance with the attached plans and specifications which are a part hereof and in accordance with a City of Atlantic Beach ordinances and standards of -good practice listed therein. Type of Heating Fuel: If other construction is being done on this building Electric or site,list the building permit number: ❑ Gas: _LP Natural _Central Utility O Oil ❑ Other—Specify MEECHANICAL EQUIPMENT TO BE INSTALLED NATURE OF WORK IH' Heat _Space _Recessed 3entral _Floor1n Residential W/ Air Conditioning: _Room Central ` , O Duct System: Material Thickness ❑ Commercial Maximum capacity cfm Ll Refrigeration ❑ New Building ❑ Cooling Tower:Capacity AAm ❑ Existing Building ❑ Fire Sprinklers:Number of Heads ❑ Elevator: _— Manlift Escalator (Number) ❑ Replacement of Existing System ❑ Gasoline Pumps (Number) O Tanks (Number) Cl New Installation O LPG Containers (Number) (No system previously installed) ❑ Unfired Pressure Vessel O Extension or Add-on to Existing System O Boilers ❑ Gas Piping ❑ Other-Specify O Other—Specify LIST ALL EQUIPMENT AIR CONDITIONING,REFRIGERATION EQUIPMENT&CONDENSOR'S Approving Number Units Description Model# Manufacturer Ton's Agency ITV Tr—Y`?� 3 i HEATING—FURNACES,BOILERS,FIREPLACES&AIR HANDLER'S Approving Number Units Description Model# Manufacturer BTU's Agency 1 TANKS Nominal Capacity Type Liquid Serial Approving How Many &Dimensions Contained Manufacturer No. Agency 800 Seminole Road-Atlantic Beach,Florida 32233-5445 Phone: (904)247-5800- Fax: (904)247-5845- http://www.ci.adantic-beach.fLus l f �► r r _, CITY OF Office of Building Official REQUEST F'O'R INSPECTION a j y� .._.._._._.__ Permit No. -01-4 L me M. 4 Ree ved e M, 0,7 Job Addr s ca6ty Owner's Name _ Contractor UILDIG CONCRETE ELECTRICAL PLUMBING MECHANICAL = Footing C Rough Wiring F�, Rough �, Air Cond,& Re Roofing - Slab Temp Pole - Top Out Heating Insulation CLintel C' Final E Sewer Fire Place C Pre Fab READY FOR INSPECTION A,M, Mon. Wed. Thurs. FridayG��- 1�� _..__.._. A.M. Inspection Made ' P,M, Inspecto -- Final Inspection L Certificate of Occupancy t Date pZLANT/C y F�ORIOQ' OF ADDITIONS or CORRECTIONS D• NOT REMOVE JOB ADDRESS DATE THIS JOB HAS NOT BEEN COMPLETED The following additions or corrections shall be made before the job will be accepted - d,4C_'jn (?_&0 6 ('2 s IaUST(N!e inuT © OJ FNT/�tF 5 /1vc � s $15.00 REINSPECT FEE It is unlawful for any Carpenter, Contractor, Builder, or other persons, to cover or cause to be covered, any part of the work with flooring, lath, earth or other material, until the proper inspector has had ample time of approve the installation. After additions or corrections have been made, call 247-5826, Building Depart- PLUMBING ment for an inspection. Field Inspectors ELEC are in the office from 8:00 a.m. to 5:00 p.m. Monday through Friday. BL ©2� u&tkPSA IF iN lor ' ¢-" -3844 77 Crt C�F'`ATLA +ITI10 f r .e P *" INPO TSI OI sQt.`19t'T,I(�i ' N R A' ` C� Pere + c 2842 Address: 1435 LINKS DZ DRIVE Permit Type,SCREEN ENCLOSURE ATLANTIC BEACH, FLORIDA PC32733 £, Cl ass of Work:ALTERATION --__-�- LEGAL DESCRIPTION constr. Tyge,WOOD FAME � Black: Lots- 66 Twp: B Proposed Use;SINGLE FAMILY' � Section: 0 Subd: Rng: 0 DweIIing,0 0 Subdiviaion:SELVA' 'LINKSIDZ Eat . Value o0100 Improv. 'Cost., 4, 950.00 Total;, F� 52 . 5fJ � Amount Date Liz TIS APPLICATION FZES _ Stam � IT 52, 50 Addr: I L3RI1� EFLORIDA Now Pho flame,i" SC t3 tR tP V; JACKSON FL 32`251,15?6 Li €? Exna: T 1 NOTES; MOT'l .-ALL iF+lI R FIS FORM �NGI�MUST Be INSPECTED BEFORE`POURNQ, PERMIT vOtQ SIX MONTHS AFTER DATE OF ISSUE BUILDING MATERIAL.,RUBBISH"AND,D BR F ROMTH S WORK MUST NOT BE PLACED IN,PUBLIC UBLIC SPACE,AND MUSTBE CLEARED UP AND HAULED AWA` BY EITHER CONTRACTOR OR OWNER ii`'" ` MECHANIC' UEN W CAN . IN THE OWN R PAYIN T�1 IC 004 THE WI IMPO VE ISSUED P RDING TO APPF40VF-D PIA# WHICH ARE PART OF THW PERMIT ANREVOCATION FOR ViOIJ#TIC31+i Of APPLICABLE PR<?VISOlVE OF LAW. llio " ATLANTIC BU91 BUILDING PEIJT By: t CITY OF ATLANTIC BEACH PERMIT CALCULATION SHEET Address 4 3 "Drz, e-e- Date Heated Sauare Footage @ $ per sq ft = $ Garage/Shed (d $ per sa ft = $ Carport/Porch �- @ S _per sq ft = $ _ \V# f Deck ( � @ $ per sq ft = $ C Patio �` _@ $ per sq ft = $ t J TOTAL VALUATION : $ � A $ i� y-aZation lst $(�f�� 2-,0 Remaining Value $,S' per thousand or portion thereof TOTAL BUILDING FEE $ + 1/2 Filing Fee $ Fireplaces C� $15 , 00 S BUILDING PERMIT FEE $ WA.TEK IMPACT FEE $� SEWER IN_PtiC:' EEr, W.;TER METER/TAP S _� CliPITr_L IMPROVEMEN'T' SEWER 1^Ar RADON (HRS ) G050 - SECTION M PTzVING $� F YDRT�ULIC - CRC ES C0NNECT1 Cid �-- -- SURC!ii,.RIG F C)'1'ti E r; �---- GRAND TOTAL DUE ADDITIONAL PERMITS OR FEES: Mechanical Plumbing Electric/New Electric/Temp : SwimmingPool Septic Tank Well Sign Finish Floor Elevation Survey Other CALCULATIONS and/or NOTES : u+ic CITY OF ATLANTIC BEACH ,PERMIT APPLICATION REMODEL, ADDITIONS OR ALTERATIONS DEMOLITIONS Owner(s) : -k !�„`►�b� r;�� ..__.____ . Address : 113 ,1csi�} .��. F1 -w one:,,;�`19~H� - - Lot # b�._._. Block or Unit #� Subdivision: 5ei Contractor: 5slbQbf-r 1Pnon&- State License #C aL-014 -09 Address : 1);p�„� 7v�� , Phone No: ?�9 aaasLa Describe work to be done:, irp,�'hLSS,„� Present use of building:,- pl ALA-)Z----'-- Valuation of Proposed Construction:?r© Proposed use: 5c.Y'e.Cin- 1'_QCLYYI Is this an addition?�Cg-:j - - If yes, what are the dimensions of the added space:. ...�ft. X ft . WiI1 the added area be heated and cooled?NI New electrical (or increase)?� 1 ? New plumbing fixtures. Neer fireplace. New Heat/AC? SUBMIT TMS COMPLETE SETS OF PLANS, INCLUDING SITE PLAN, SURVEY , ENERGY CODE FORMS, NOTICE OF COMMENCEMENT, AND OWNER/CONTRACTOR AFFIDAVIT, IF OWNER IS CONTRACTOR, X5Date �'ikb(, Signature OWNER: .' Signature CONTRACTOR: '° LDate:p�z� 0 License Supplied: Fto�G�PG� Liability Insurance: �P�N��-p g Worker's Compensation Insurance: f 11UH J,119 H9H -lib WOST:6© 96. [T A0W 1rt NXLM CtA%.PRINTING C7.hp4)W notice of Commencement (PACPAAC IN CUPUCA79) To whom it may concern: The underaigned•hereby informs you that improvements will be shade to certain real property, and in accordance with section.719.15 of the Florida Statutes, the following information is stated in this NOTICE OF COMMENCEMENT. . Description o1 p.,zt► Lzt--=�-_�=_�G��J�.3�CE;.saC1 c�`� tri r� �( �t i__� , 00 r , General desariotlop of'.'icsyrov&:n=ts _s.2�..Cf-P f, __ ... ----- �------------_•------- ------__. Owner / -------_---------------------- Address --------------- ----Address Owner's interest in site of the improvement ---_ r ____X Fee Simple Title holder (if other than owner) -__ ----------- --------------� ____------ -___-• Name ____--------- - -------------- Address: ------ -------- -- --- ------------------ ----_-------- t • 3chnbrr Home Improvements Contractor. --------------------.----------- -------------- .d��! '6928 PAIII`ps. Parkway Dr. N. Jacksonville, FL.. '32236 Ad"� -• ---------, __.__�. _�_ ww._--------- -- Surety-W4, ---- -- -- --------------'------'----. - �.. banii'•s__.----------- Nasne and Tiddcesirof i4'persotti•mfkiisg a-loin for the construction of the improvements. Name _-- - -- --------------------------------------------- Address -------------- ------------ Nune of person within the State of Florida, other than himsclf, designated by owner upon whom notices or other documents may be setyod: Name --- ----------------------- Address ----- -- --- ---------- ------ --'------------ In addition to himself, owner designates the following person to receive a copy of the Lienor's Notice as provided in Section'713.06 M 'jb�, Florida Statutes. (Fill in at Owner's.option). Name' -__-�_-�.._ __ ---• . Address ----- ------------------- -------- -__------------------- MIS*PACX Y0R RtCOADLB•i Uzi ONLY ------------- Sworn to and subscribed before me this ----------—__ Yof ---- J2 j ----- ---------- I::N PIAMTAIN NOTARY PUBLIC STATE OF FLORIDA COMMISSION No.CC253183 MY COMMISS,',.') f rXP. AN_}4,7997 >4 yr FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION FORM 60OC-93 Residential Limited Applications Prescriptive Method C NORTH 1 2 3 Small Additions and Renovations Departmerit of Community Affairs Compliance with MeffW C of Chapter 6 of the Florida Energy Efficiency Code may be demonstrated by the use of Form 6000-93 for additions of 600 square feet or less,site-Installed components of manufactured homes,and renovations to single and multifamily residences. Alternative methods are provided for.additions by use of Form 60OB-93 or 600A-93. PROJECT NAME: BUILDER: AND ADDRESS: LPERMITTING CLIMATE f .a i . ' OFFICE: ZONE: 1 ❑2 ❑3 OWNER: 10-C j o b h J ns PERMrr N0. JURISDICTION NO.:Q ID1 t 3 0 SMALL ADDITIONS TO EXISTING RESIDENCES(600 Square feet or less of conditioned area). Prescriptive requirements In Tables 6C-1,6C-2 and 6C-3 apply only to the components of the addition,not to the existing building. Space heating,cooling,and water heating equipment efficiency levels must be met only when equipment is installed specifically to serve the addition or is being Installed in conjunction with the addition construction. Components separating unconditioned spaces from conditioned spaces must meet the prescribed minimum insulation levels. RENOVATIONS(Residential buildings undergoing renovations costing more than 30%of the assessed value of the building). Prescriptive requirements in Tables 6C-1 and 6C-2 apply only to the components and equipment being renovated or replaced. MANUFACTURED HOMES AND BUILDINGS.Only site- installed components and features are covered by this form. Please Print CK 1. Renovation,Addition or Manufactured Home 1. 2. Single family detached or Multifamily attached 2. 3. If Multifamily-No. of units covered by this submission 3. 4. Conditioned floor area (sq. ft.) 4. ! 5. Predominant eave overhang (ft.) 5. 6. Porch overhang length (ft.) 6• 7. Glass area and type: Single Pane Double Pane a. Clear glass 7a, sq. ft. sq.ft. b. Tint,film or solar screen 7b. sq.ft. sq.ft. 8. Percentage of glass to floor area 8. % 9. Floor type and Insulation: a. Slab on grade (R-value) 9a. R= sq. ft. b. Wood, raised (R-value) NO 9b. R= sq. ft. c. Wood,common (R-value) 9c. R= sq.ft. d. Concrete, raised (R-value) �� 9d. R= sq. ft. e. Concrete,common (R-value) 9e. R= sq.ft. 10. Wall type and insulation: +�O �� a. Exterior. , 1. Masonry(Insulation R-value) 1Oa-1 R= sq.ft. 2. Wood frame (Insulation R-value�4 A tR 1.0a-2 R= sq.ft. b. Adjacent: 1. Masonry(Insulation R-value) C0111�1TION---� tOb-1 R= sq. ft. 2. Wood frame (Insulation R-value) IOb-2 R= sq.ft. c. Marriage Walls of Multiple Units' (Yes/No) IWO 10C 11. Ceiling type and insulation: a. Under attic(Insulation R-value) 11 a. R= sq. ft. b. Single assembly(Insulation R-value) 11b. R= sq. ft. 12. Cooling system' (Types:central, room unit,package terminal A.C., none) 12. Type: SEER/EER: 13. Heating system': 13. Type: (Types:heat pump,elec.strip,natural gas,L.P.gas, room or PTAC,none) HSPF/COP/AFUE: 14. Air Distribution System': a. Backflow damper or single package systems' (Yes/No) 14a. b. Ducts on marriage walls adequately sealed" (Yes/No) 14b. 15. Hof water system: 15. Type: (Types:elec.,natural gas, other,none) EF: Pertains to manufactured homes with site installed components. I hereby certify that the plans and specifications covered by the calculation are in Review of plarif and specifications covered by this calculation indicates compliance compliance with the Florida Energy Code. with the Florida Energy Code. Before construction Is completed,this building will be PREPARED BY: C DATE: inspected for compliance in accordance with Section 553.908,F.S. I hereby certify that this)Aildih ic/AnL compliance with the Florida Energy Code. / atnwtNo ot,1aAL OWNER AGENT: c�� DATE: 0 ��lr DATE: MAP SHOWING BOUNDARY SURVEY OF X 07' GG EXCEPT T 1E 11T EA.Si RL 5! 3 00 ycEFh r Tf/ER�'oF_ .,SEL Y,4 ZIAI�S/DE �/N/1~ / AS RECORDED IN PLAT BOOK -._- _._ PAGES' 3 .23 A OF THE CURRENT PUBLIC RECORDS OF DUVAL CO., FLA FOR CENTEX GI�D,�lES caR,�AArio�v NOTE: BEARINGS SHOWN HEREON ARE BASED ON THE ABOVE MENTIONED PLAT, PQRI OF SECTlol� /7, rowNyl�llv 2 SoC/iF{ .MANGE ZY cR57' sem, 63 �..,�„` mss:oo•• �o� \� y o ` V V1 I. N V Q1Cx..� CoA t,cl 9� '� L ''•�.,�j V v o � � t?` 1 �� 1 ,101` � 6� 3I s f IJ. t� cp ij`R . co �,A' � ” � . / •tyes`by,�t 'Dl9�y0A'O to.,Zu GJN�S � �� F"/Nf�L V/G�✓LC y .��Zai-9 � ti';a��: SC'r / l.oa�! �F✓D iE0), FOu�vO ALL aTlr�/1 i�PO�IS. HEREBY CERTIFY THAT THIS SURVEY, PERFORMED UNDER MY RESPONSIBLE DIRECTION, MEETS THE MINIMUM LEGEND: TECHNICAL STANDARDS FOR LAND SURVEYORS IN ACCORDANCE WITH CHAPTER 61G17 6,FLA, ADMINISTRATIVE CODE (PURSUANT TO SECTION 472.027,FLORIDA STATUTES),AND FURTHER CERTIFY THAT THERE ARE NO VISIBLE ENCROACH- MENTS UPON THE SUBJECT PROPERTY EXCEPT AS SHOWN ON THIS SURVEY. • 1121,FOUND IRON O 1/2"SET IRON•L.B.1704 flOQD CERTIFICATE: THE LOT SHOWN HERE0r, iJ IN FLOOD B.R.L. BUILDING PEBTMCTION UNE ZONE .x, AS SHOWN ON THE FLOOD INSURANCE RATE CLARSON AND ASSOCIATES, INC. ' CENTRAL ANGLE MAP, COMMUNITY PANEL NO 120075 00'0 D ClAfEO 447-99 1643 NALDO AVE. JACKSONVILLE. FLA 3220? R RADIUS A AMC DISTANCE CH. CHORD DISTANCE Q G ►.C. POINT OF CURVATURE SURVEYED D`f C'E.W AY" g �9 J J • � ^ ►,T. POINT Of TANGENCY J fl �n i QISTERED SURVEYOR NO.L3L/, FLA ►.R.C. POINT OF REVERSE CURVE SCALE: / G/ �fps X, WlLG v•c.c. POINT of cowvau«o cuRvc FIELD BOOK SG 3 PG. 5i 41 CITY OF 800 SEMINOLE ROAD _ ATLANTIC BEACH, FLORIDA 32233-5445 TELEPHONE (904) 247-5800 FAX (904) 247-5805 SUNCOM 852-5800 August 4, 9998 Schnorr Home Improvements 6928 Phillips Parkway Drive North Jacksonville, FL 32256 Re: Required Inspections for Construction In the City of Atlantic Beach Dear Sir: Please be notified that a review of our records reveals that no inspections have been performed at the following addresses: #16621 1562 Linkside Drive Roy Taylor #16485 1586 Linkside Drive Verne Ubanski #14122 405 Snapping Turtle Court East Williams #13400 1563 Linkside Drive Douglas Hatch #13399 1830 Sevilla Boulevard#101 Tom Vogel #12942 1435 Linkside Drive Jack Robbins #12032 91 Ocean Breeze Drive Tom Theofan #12717 1601 Linkside Drive Roger Austin,Jr. Please review your records and advise whether the work was performed by your company and schedule the appropriate inspection to close out the files. Please call me at (904) 247-5826 if you have any questions regarding this matter. Sincerely, Q w- C- Don C. Ford Building Official DCF/pah cc: Homeowner CITY OF I tf io a Teo - 57&Ui 4 800 SEMINOLE ROAD --- ---- --- ---- - --- ATLANTIC BEACH,FLORIIL4,32233-5445 TELEPHONE(904)247-5800 FAX(904)247-5805 NOTICE TO: Water Department FROM: Building Department DATE: 6-- 3 -016 Please be advised that the final building inspection has been completed on each of the following addresses and construction water is no longer needed: Permit Number Address ince ly, Building Department ��//� /` //CITY O//F q __ ,,�� Office of Building Official REQUEST FOR INSPECTION O �f� ✓%' Data � � �' "� Permit Time A.M. -� Received �//s P.M. � Job gddrosp� � LocaliJ� Owner's ` /` � Contractor ---_-.--.__.. CONCRETE ELECTRICAL lIiMBING_._ MECHANICAL`� Framing Footing 171 Rough Wiring Rough ❑ AiP G�, Re Roofing Slab _, Temp Pole Top Out ❑ Heating Insulation Lintel El Final Sewer E Fire Place Pre Fab READY FOR INSPECTION A.M Mon. Tues Wed. Thurs. Friday j A.M. Inspection Made ---- _ 'r _.___ _ ----PM. Final Inspection Certificate of Occupancy I. Rate _,� -w ,,,,•n.�*-.^ .��.....��ka.,wxx.,,e' �,�*.,s,y�' •;.-.w,,.-r^eF.�a�.cmr.--.r.�+^+e�^w,��:.,-. .. Tatt trate of (Orrupang (titu of Atlantic Ntac4 --- Nluridn jhpartmrut of Nuilbing Inspation This Certificate issued pursuant to the requirements of Section 103.8 of the Southern Standard Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances regulating building construction or use For the following. Use Classification $i-Ogle Famil4' Re,, dence Bldg.Permit No. 69 Group .f T'c`Me Type Construction S Fire District Atlantic Beach Owner of Building Centex HOmes Address 1435 Linkside Dttve B�g Address �435 Lin side Dxiveiocauty Atlantic Beach, FL 32233 By: n DON C. FORD �uildi �cial Date: 9 POST IN A CONSPICUOUS PLACE s & CITY_OF Office of Building Official REQUEST FOR INSPECTION Date Permit No. Time Received ^` Lz, 61— Job Ad ss Owner's Na Contractor Ln NGCONCRETE ELECTRICAL PLUMBING MECHANICAL _.—_ ❑ Footing (11 Rough Wring ❑ Rough C7 Air Cond.& ZJ Re Roofing 0 Stab Cl Temp Pole ❑ Top Out ❑ Heating Insulation D Lintel 0 Final E:,, Sewer 0 Fire Place ❑ Pre Fab ,Z j�I�,��` REA INSPECTION Mon. Tues. Wed. f Thurs. Fridayov P.M. Inspection M e j0 Inspector "'"- --" Fin Certificate of Occid 1 Date _�� MAY 03 195 09:30 CLARSON 818 P02 MAP SHOWING BOUNDARY SURVEY OF for 66 Ap� r rx� 4fl-11 4.11* ��y 100 61 Mr -r916REor *5�z V IW411y17' I AS RECORDED IN PLAT BOOK �_ PAGES M-e3 Q OF THE CURRENT PUBLIC RECORDS OF DUVAL. CO., FLA. FOR. 1L.IVr4fX 11,alQW-5 C-0)0 a,Q.4rrOrV NOTE: BEARINGS SHOWN HEREON ARE BASED ON THE ABOVE MENTIONED PLAT. Pow a�SE'C7iaAV /7, YdWArfiaFll 2 Sd!/T!/ RANGE' t'9 �A57- h N �W` �•� '��'Qb W3 � a w4 lt VN 4 or OX cr ul cq try Q �+ �D10Af ro g a W w Q , • 5.5` f�•O• ,(01�� D��G � acs. a X60 ca v�A e4e/IfENT d 3 1996 uildin F/NIL [/.P✓E Y 3•�G- G ,yore: s�r � iao�rr �Fro r�o� f4ti vD .oti o r�ror� 1.po vs. I HEREBY CERTIFY THAT THIS SURVEY.P,EFIFORMED UNDER MY RESPONSIBLE DIRECTION,MEETS THE MINIMUM LEGEND: TECHNICAL STANDARDS FOR LAND SURVEYORS IN ACCORDANCE WITH CHAPTER 6IG17-6,FLA.ADMINISTRATIVE CODE a CONCRETE MCMUMENT (PURSUANT TO SECTION 472.027,FLORIDA STATUTES),AND FURTHER CERTIFY THAT THERE ARE NO VISIBLE ENCROACH MENTS UPON THE SUBJECT PROPERTY'EXCEPT AS SHOWN ON THIS SURVEY o ur MON /ra FLOOD CERTIfICATE: TME LOT SHOWN HEREON•16 IN FLOOD B.R.L. KNLDM IKiTNICTION LNl! tt?KE _X I AS SHOWN ON THE FLOOD INSURANCE RATE CARSON AND ASSOCIATES, INC. 4 CENTIIAL ANGLE dOd/ 27FLAR RAO" MAP, COMMUNITY PANEL NO 120075 DATED {•/7-B9 144a MALOO AVE..u1CKS01tY11Le, a2Y07 A AMC VOWANCB nm 6usavEv,Cr� L,lr�'L".C.L! WT _967 t t� ID �e a+BTEaIu IDuavl e• , s� »_ �.T. POW?00 DATE: -------------- PRE-SERVICE DIVISION JACKSONVILLE ELECTRIC AUTHORITY 233 WEST DUVAL STREET JACKSONVILLE, FLORIDA 32202 THE FOLLOWING FINAL INSPECTION(S) HAVE BEEN MADE AND ARE SATISFACTORY : A ----------- /i3 , ..................... ----------------------------- -- --- ------------------------------------------------- --- --- y ------------------------------------------------- Enclosed are the blue copies of the permits. S I tit ' ELY, BUILDING INSF'E:CTIUN DIVISION cc: FILE psR-3eaa 11590 DEPARTMENT OF BUILMNO CITY OF ATLANTIC BEACH PERMIT INFORMATION - -------- LOCATION INFORMATION -- Pewrmit Number: 11500 Address: ' 1435 LINKSIDE DRIVE Permit. 'Type: UTILITIES ATLANTIC BEACH, FLORIDA 32233 Class of Work: NEW ---------- LEGAL DESCRIPTION -__---___ Constr Type: WOOD FRAME Lot 66 Slack. Section: -Proposed- Use: UTILITY Township.. RNG: D Dwellings . 1 Code: Q; Subdivision: SELVA LINKSIDE Estimated Value: �r.Dfl I mp>~ov Cast : $0.,00 Total Fees $560 ,00 Amok $5,60 z Op Da 3/. 3/96' work De 4"'' IRRIGATION METER -- TION ., ---- APPLICATION FEES .,p E 0 PERMIT $0.00 Fid .; IDE DRIVE WATER IMPACT FEE $0.00 fi CH P"LCIRII} E 113�iDFEE $0 .,01P P 3 IMPAC Al. RADON GAS-H.R.S. 0 .40 --_ T NPO RM "T ON -- RADON CAE 5% $Q*00 dame: ITB W S D9P ENT CA,PITALIMPROVE. WOO CROSS CONNECTION $35.00 Lice ;' Type., DSEC X IMPACT FEE 0.00 CONST.SURC1TARGE S 00 46TES: NOTICE--ALL CONCRETE FORM$AND FOOnNGS MUST,BE INSPECTED BEFORE POURING PERMIT VOID SIX MONTHS AFTER,DATE OF ISSUE BUILDI #ERIAL,RUBBISH ANDDEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARSSND HAULED AWAY BY EITHER CONTRACTOR OR OWNER w `FAIL R .TO COMPLY WITH THE MECHANICLIEN LAW PAN RESULT IN 'H .. ROE TY OWN R AYINISTWICEFORTHESUILDING IMPRCVElNENT " ISSUED ACCtDING TO APPROVED PIANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATI (y }! 1 VIOLATION OFPLICABLE PROVISIONS OF LAW. Aato: 3//3/96 0! ! .i9441/ B.. *- 4MMM343M ATLANTIC B UILdING DEPARTMENT � f =%. f , � \¥ i « �le_ \ \ s \ o % rG6 Nl� 59 0 $ \ . % or . ¥ Qlj . \ « }\k7 ~ r � g c ENTEX REAL ESTATE CORPORATION No. 064252 INVOICEDATE I CODE •• IDENTIFICATION GROSS SL 66 03/121/96 64?005, SL. 1N 0166 x:.60.00 Invoice t a t a L 56,41)r 00 560.00 l t4 S L r\ P �r Total. 560.40 560.00 PAYEE: VENDOR NO.: DATE: _t. tv_Eft 407001 03/12/96 AACITY OF n1' /i fQ,LL4a c eacA-&;&u4 Office of Building Official REQUEST FOR INSPECTION Date —��—�fp Permit No. TimeU M. Received Job ss _�ocality Owner's NameL2ZL411— Contractor s� rLDING ?� CONC ETE ELECTRICAL PLUMBING MECHANICAL Framing ❑ Footing ❑ Rough Wiring ❑ Rough ❑ Air Cond.& ❑ Re Roofing ❑ Slab ❑ Temp Pole ❑ Top Out ❑ Heating Insulation Lintel ❑ Final ❑ Sewer ❑ Fire Place ❑ Pre Fab �_ READY FOR INSPECTION Mon. Tues. Wed. Thurs. Friday PM A.M. Inspection Made P.M. Inspector -inspection r Certificate of Occupancy❑ Date �}�) , /CITY OF rif� #4-c B"-0;4 Office of Building Official r REQUEST FOR }NSPECTON Date J Permit No. 1116 F Time Received Jab Addr9allLocality Owner's Name j tKX -Contractor BUILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing C i Rough Wiring 0 Rough C Air Cond.& Cl �17 Re Roofing C Slab �` ' Temp Pole ❑ Top Out C Heating Insulation C Lintel _ Final C Sewer 0 Fire Place C Pre Fab READY FOR INSPECTION A.M. Mon. Tues. Wed. Thurs. rida A.M. Inspection Made _._ !�+ P.M. Inspector f f Final Inspection C Certificate of Occupancy C Date GfSY OF �,,� r pff►cq�,i , ' pff,c �t QVEg'C F©R,N perm RE MEGHaN&P'- pate t NO At cond. Pec -1,100 ed 1'meed l po"tt"ao Ne p\ace Fite b to s'Ss ELEC�A,GP4 to out p p.M b W\t\n9 C Sewer pU� GpNGR@�F PF f\a po\e �`p� Friday Nan'i`O 'Foov'CJ Dy f A\1y5p@� Sbuts' U jNO 1' b O @ 0 ante\ AEA' P•M. Fta R'�\in9 0 Vded W- \nsP8ct4on G anGy S Pnsu\atwn ues c Foe �Ctca� 000uP j pate Mon' Made \nsPge�tion MnsPecto< V Of 0Np"�" 1 t 1 s b 6- ' 0 `Gtax 1 f m OA g��dtng p�p.�XpN /% � 7 d° Oil%c �pvk SNS ��QVE per \yo. M r ,me ed /l °n<tact0' P`UM��N G/ Neat R\ace 10e�ev p.M w\Cin9 A0A11 P°\e Ener s � co GaESE Zen�R � N --� FtidaY va ,gyp` S ab 9 FY fpK 1NSP� ,0ChU�s. �� in5 d `= Vnte\ FtE'Pd P, ,0n . 'a °0tin9 - \Ned pts na\\nsPeGt QCcupano t ns�\atiticate° t / l E pate , Made Pr�r_i e TRANSMITTAL DOCUMENT FOR JEA DATE: The following permits have passed "rough" inspection: Permit No. Address -s 41 A) S�aeslcexxxizax�( xk�caccx�{xxiakexa�mc. Please update your records accordingly. ou,(7n L ING CLERK CITY OF ATLANTIC BEACH /vcb 1 CITY OF ATLANTIC BEACH, FLORIDA Approwdby APPLICATION FOR ELECTRICAL 'PERMIT TO THE CHIEF ELECTRICAL INSPECTOR: DATE:..,____ IMPORTANT NOTICE: . , IN CONSIDERATION OF PERMIT GIVEN FOR DOING THE WORK AS DESCRIBED IN THE FOLLOWING, WE HEREBY AGREE TO PERFORM SAID WORK IN ACCORDANCE WITH THE ATTACHED PLANS AND SPECIFICATIONS, WHICH ARE A PART HEREOF, AND IN ACCORDANCE WITH THE ELECTRICAL REGULATIONS, CODES AND CITY OF ATLANTIC BEACH ORDINANCES. A O) EEGQtC. �tA4ZK cf.1 tY1�NN ELECT ICA`L FIRM: MA E E E CI N L•' NAME.. I � �� .,., ADDRESS: NS3 �10'-ICE QR'- RFD SOX BLDG.SIZE BETWEEN: RES: O APT.( ) COMM.( PUBLIC,(k) INDUS,( ) NEW t� OLD l 1 REW,t S ADDITION( ) TRAILER ( ) TEMP.1 ) SIGNS ( ) SQ.FT. SERVICE: NEW P4 INCREASE ( 1 REPAIR ( I FEE CONDUCTOR SIZE `A f 6 SCP. AMPS DW COPPER I ALUM. YJ SWITCH OR BRE ER AMPS PN W G. ()VO AY EXIST.SERV.SIZE AMPS PH I. W VOLT RACEWAY FEEDERS NO. SIZE NO. SIZE I NO. SIZE LIGHTING OUTLETS CONCEALED OPEN TOTAL RECEPTACLES CONCEALED OPEN TOTAL 0.30 AMPO. 31.100 AMPS. SWITCHES INCANDESCENT _ FLUORESCENT III M.V. FIXED 0.100 AMPS, OV[R APPLIANCES I I I BELL TRANSF. AIR H.P.RATING H.P.RATING CONDITIONING COMP.MOTOR OTHER MOTORS AMPS CEIL HEAT: KW-HEAT 0.1 OVER MOTORS 1 H:P, VOLTAGE PHS NO. t II.P. 'VOLTAGE PHS MISCELLANEOUS r TRANSFORMERS: UNDER 600 V. OVER 600 V. NO, KVA NO. IKVA NO.NEON TRANSF. NO. VA. MA. MOTOR SIZE SWITCH FLASHER EACH SIGN FORWARDED TOTAL FEES 1 . i?SR73844 DEPARTMENT OF18141140"ING CITY OF ATLANTIC$�ACH :. .. PERMIT INFORMATION, .------ -------- 144CI4TION INFORMATION Permit Number.- 1378 Addresi - 1453 LINKSIOE DRIVE Permit Type: MECHANICAL ATLANTIC BEACH , FLORIDA 32233 Class of Work, NEW ----- .. .,. , Y LOAL DLSCRIPTICriT Cons t r?> Type: WOOD -FRAME Lot : B I ack ; Section: Proposed Use : SINGLE I~A ILY, Township: RRC. Dw 1 1 Cade. Subdiviii on:' ELfVA LINKSIDE Estimated Value . $0 00 Imps:ov, Cast So.'00 Total `ees >CJD Amo $47 .00 Da " 1/25, 96 Work DJ NTRAL SEAT AND AIR IN NEW RESIDENCE " kMATI ON _ ADPL I CAT"I ON P39S 4 PERMIT $47 .00 .Ad a EIDE DRIVE WATEFI IMPACT FEE $0 .00 CH' PLORID 33 IMPAC PEE D, ` P A RADON OAS-H.R.S. $0 .00 ,» T NPORNA ON ---- _ RADON CAS 5% Tame LIt I 'S, INC CAPITAL IMPROVE. 0<40 7 res' SAX 32240 CROSS CONNECTION $0 .00 w x µ L n� : MHA Type: 0 $EC H `IMPACT FEE 0 .00 ` CON$T RU'RCHARCL y 40 4R " % � PE '+'+mroMea y".,4earNEmM'm¢yW,pp1$. (VOTES. NOTICE—ALL CONCRETE FORMS AND FOOTINGS MUST,13E INSPECTED BEFORE POURING PERMIT VOID SIX MONTHS AFTER DATE OF ISSUE BUILDING MATERIAL,RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN,PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER °FAILU.RE 10 COMPLY WITH THE MECHANIC'S LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING CULDING IMPROVEMENTS"V ~ SSUED ACCORDING TO APPROVED PLANSWHICH ARE PART OF THIS PERMIT AND SUBJECT TO ftF ATION.F6R . 1tIOATIt3N.f3F APPICAI+LI`PROVISIONS OF LAW. 0000000-- 00000 UZ M 1A, nM ATLANTIC BEACH BtiiLDING DEPARTMENT 5 1,/M/% Of Rcpt: DO OO1OOOM1OOO 777i. BUILDING,iAND ZONING INSPECTION DWISiON CITY OF ATLANTIC BEACH ATLANTIC 8EACH, FLORIDA -32233 .{ APPLICATIO.N TOR MECHANICAL PERMIT' CALL-IN NUMBER st , f IMPORTANT Applicant to complete all items in sections I, II, III, and IV. LOCATION strut Addrerrl �- OF Iniersicting Streetrs Between And • Sub•divtrlon 11.'IDENTIFICATI.ON To be completed by all applicants Y: In conilderetlon:of. permit given for.doling the work as described In the above slolomont we hereby egroo to perform said work in accordance ,,with the."ottochyd-•plans and specifications which ere a part hereof and In accordance with the City of Jacksonville ordinancos and stondords of good,ptactico listed therein, / Nsme`of Maihanlcal tt FF{T Contractors Contractor (Print) •'" 1 '.+%" ' Master N,rrio'of /roperty Owrier Slgnety»'of Ownor Signalun of or.,Authorlsed,,Agent /j ,i Architect or Engineer III,''6ENERAL INFORMATIONf. ; l.' A, 8, .. .Type of hating fuel; iI•, IS OTHER CONSTRUCTION BEING DONE ON i3+chic I li THIS BUILDING OR SITE T 0 Gas -p LP 0 Natural ` C7 Central Utility - IF YES, GIVE NUMBER OF CONSTRUCTION :r�, Oil a N. PERMIT \ \\, � 0 Other., specify• a r i IV, MECHANICAL EQUIPMENT TO`IE INSTALLFA NATURE OF•WORK �.�(Provtde complete Iitt of componeptti on b+ck o►chis form) �sldential or O Commercial tv a.••. ' �- oat" at O. Space.; C3Aecesw [.�CeOrel O Flow Buliding „ iVr nditioriin : O Existing 8•ulldln g 'O Room �ntrsl 0 0 hml Mehrial 1i►ictnas• O Roplacomont of existing systom Duct Sys ai ... w Installation No p y ' Ma><Imum eepecity �� c.f.m. (, systom rovlousl InstsLod) i ❑ Refrigeration I O. EKtonslon or add-on to oxlsting systom O Othor-- Spoclfy 0 'Cooling tow�rr Cepecly g:p.m, ' C7 Fire'iprinklerss Number of h�adt p H►vetor ❑' Menllft ❑ Esal4tor_._.•-..,.(number) THIS SPACE FOR OFFICE USE ONLY ❑ GA$Olins pumps (number) (ttealwd) (] 4A L. (number) Remelts C7 ``LPG conhinen (number) "p ',Unfired prvssun wuel ' Q;.kilen Permit Approved by Oete ❑ ,Other Specify Permit Fee r:. LIST-ALL EQUIPMENT _ .IIR:CONDITIOMNG AND REFRIGERATION EQ1 LPMENT y .; P�sscc1i " NumberVZ14 ; :-i DeieripU a Model Number ]danutacturor c(ZbnejY R ane ^ri�'tn,riAc:... °'AR .t.. ,/f'1 y!•f{. '�i ,.::L� �iF�.f.1/., Y' UA 1,., ty4rj.'•: :'J' ::ili...r y:45• .}.,r4•�yh r 11ZATING • FURNACES! >30ILER3;"PIItEPI,ACE$ n!i'sr� .its vr•ti gs5 V, CaPaciCY ADP ' +�••, ,�:Number Unlb e«xy ,,} Description 3Coda1 Number lCanufacturtr (BTU) 41acy IIGtiI 3dinY ; Not�lnal cap�Ity l,Type Uquid NL=Of Serial Ap roYing and Dimausions '. �.;:>Cont�inod 1{anuiaeturar No, Agency CITY OF Office of Building Official REQUEST FOR INSPECTION )ate__ f M J *�' Permit No. --- rime ?eceived M. Job Addr Localit owner's �/7 Jame Contractor 3UILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL =raming _' Footing Rough Wiring ! Air Cond.& ie Rooting 0 Slab _. Temp Pole Top Out Heating nsulation 1-1 Lintel Final Sewer - Fire Place Pre Fab READY FOR INSPECTION ASM. ton. Tues. Wed. Thurs. F A.M. ispection Made v r PM. Ct Spector____ ~' Final Inspection i _ _._._..._.__.-__ Certificate of Occupancy! Date _ 11277 DEPARTMENT OF BUILOM" z BEACH CITY OF ATLAATLANTIC ' PERMIT INFOATION . ' �._-w_ � ..� --� LOCATION INFORMATION Permit Number: 11277 Address: `1453 LINKSIDE THRIVE Permit PtUklHIAIa ATLANTIC BEACH, FLORIDA 32233 Class of Work: NEW -_,. ----- LZOAL DESCRIPTION Constr. Type:. WOOD FRAME Lot : Block: Section: Proposed Use: SINGLE FAMILY Township: RNC : 0 Tl�ael;l � 1 Code, 4 Subdivision: SELVA LINKSIAE 'fttimated Value: $0 .00 Improv. Cast : $0.00 Total Fees* Amount id` $64 .00 D 11 8/96 Work D' LUKBINO IN NEW HOME 'TIO t .._--- AFFETCATION FES ' . BERM IT 'Name., $64.00 Ad l E DRIVEC1 OF WATER IMPACT FEE $0 .00 EACH, P"LORI I A 2 3 SE IMPACT FEE $0 .00 7 4 A A S.T INF+ORMALON RADO CAB 5 N' me. N. FLUMBI CApI'TAL IMPROVE.Addr�es : 402 AN INN NLV TAF'C909S VECTION SO.O I�icen e: CEC 'T y ell 4 SEC H IMPACT FEE $0 .00 CONST.SUR'CHARGE .00 SCRAROE/ATL.BCH SO . 0 NOTES: NOTICE-AL.L CONCRETE FORM$AND FOOTINGS MUST BE INSPECT EP BEFORE-POURING PERMIT VOID SIX MONTHS AFTER DATE OF ISSUE t C BUILbiNta MATERIAL, RUBBISH AND DEBRIS FROM THIS WORX MUST,NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP ANHAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAIL UR,SI COMPLY WITH THE, MECHA ��'� LIEN LAW CAN RESULTIN THE PROPERTYt31liNE PAYINGTWt F't� 1"HE BtLtINC lllPREENT `" RUED ACCORDING TO APPROVED PLANS WHICH'ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR ViCLATION OF APPLICABLE PROVISIONS OF LAW. y " ATLANTIC BEACH BUILDING DEPARTMENT �trl£: `IGt1 k ` CITY OF ATLANTIC BEACH APPLICATION FOR PLUMBING PERMIT JOB LOCATION: OWNER OF PROPERTY: BUILDING CONTRACTOR: PLUMBING CONTRACTOR AND ADDRESS: T)3q d i C) TELEPHONE NUMBER: 00) Y V__ u I it I " STATE LICENSE NO: j r TYPE OF BUILDING: %U- TYPE OF WORK: HOW MANY OF THE FOLLOWING FIX RES INSTALLED SINKS SHOWERS LAVATORY WATER HEATERS BATH. TUBS DISHWASHERS 'URINALS +� DISPOSALS CLOSETS WASHING MACHINE FLOOR DRAINS SHOWER PANS OTHER 4 TOTAL FIXTURE COUNT: s $3.50 + $15.00 = $ ' ---------------------------------------------------------------- INSTALLATION OF PLUMBING AND FIXTURES MUST BE IN ACCORDANCE WITH THE MOST RECENT EDITION4OF THE SOUTHERN STANDARD PLUMBING CODE. CALL A DAY AHEAD TO SCHEDULE INSPECTIONS - (904) 247-5825 11169 psa- a ; Y DEPARTMENT OF B L1NC� � a "t K �: jlif • �CITYVa kk00000000 PERMIT IN `�O tATTON LOCATION ,INrORJMT'IQI� �- :. :Perm it NuM]ber Address: 1453, LINKSIDZ DRIVE $ ti1 `�► iB: BU I LI)I I t la of Work- NEW ATLANTI C BEACH CQ�rI 'type. WOOD t�`I+RAKE Lt7 66 S1 C►Ck ► + ti Pro posed Leet SINGLE FAMILY "own hiP Ito � , IS eI it k 1 Code: 0 Subdivision: 'SZL'VA LINKSIDF, S i ted Value. 5105$24.00De Improv. Cott $0 .00 s total. Fees: $30,55- 60 2 3/95 Amount t+ rk D N`I HOKH PER PLA TS - YRSF1778 RADON 1350 RMATIOIII P#LICATION FEES STATE I! owIfi tINT IRI R ;*" 3 T WATER IMPACT FEF 57£I .tl�►' I' ORIDA « INPAC "�� 5(}.t7 ? t A �tAlagN7�S�H.R.S . 56, 45, INIIat�IN T H __ RADONCAS 5% O .34 ams, . ISN TAT CA;PI fiiL IMPR( V&�. $325 -00 AddaetyI1 AC ILLS, CROS$ CONNECTION 535.00 L, CRC 5- 4 Type* 54 SACH IMgACT FEvw S0.04 CONST.>SURCHAROE .12 S5 C?3 Sf# • A .1+ TE8; wo t?�1161 0 144 Y4'.l +l9T0ilt = at,% NOTICE- -ALL CONCRETE FORMS AND ROOTINQS MUST 10; gp p'BSEORE POURING PERMIT�/OID'StX MONTHS At=TER' ISSUE N1 . XUP tr�ATERIAL,RUBBISH AND DEBRIS FROM THIS WORK MUST PLACED IN PUBLIC SPADE,AND MU E C AND HAULED AWAY BY EITHER CONTRACTOR OR 41NN E.T© CQI�IRLY W 1i"M THE E HAN C! LIEN L/ W CAN RESULT IN , ERT`Y NER, Y1Nt.�`i UVIC R SUIL MP t'�E ENTV F I I:I ACCORDING,TO APPROVED PLAINS WHICH ARE PART OF THIS IMIT AND SUBJECT TO ENATION FOR IN C AR'?F'UCABLE PfOVtSI }NS fll^LAW. ;� #t: i ll4/�5 t1 t 47on 1Y 3 a AT.AN'1'1 B a DEPAR EIVT t a{ a G:�10M CITY OF ATLANTIC BEACH PERMIT CALCULATION SHEET Address ifcl Date M •/3. 7,5— Heated Square Footage =� --@ $ � 5 .�Z' � qper sq f t = $_9 7 Garage/Shed@ $ T v per sq ft = $ 9i j Carport/Porch 3 OL—,@ $ 1.00 per sq ft = $ a68 Deck d @ $ per sq ft = $ Patio JOD @ $ per sq ft = $ TOTAL VALUATION: $1 ol Total1 tion 1st $ 100 . 1000 Remaining Value $ per thousand or portion thereof TOTAL BUILDING FEE $ d + 1/2 Filing Fee $ S� (1 ) Fireplaces @ $15. 00 $ BUILDING PERMIT FEE $ 71 WATER IMPACT FEE $ IC __ SEWER IMPACT FEE $ Zd? V-00 WATER METER/TAP $ ,?r,GC1 CAPITAL IMPROVEMENT $ .TAS{:DO _ SEWER TAP $ —p - (/Jrj1 RADON (HRS) .0050 $ 3 SECTION H PAVING ( ) $ HYDRAULIC SHARES $ CROSS CONNECTION, $ U,ro SURCHARGE . 0050 $ , 6 OTHER $ GRAND TOTAL DUE $ 3 O ADDITIONAL PERMITS OR FEES: Mechanical Plumbing Electric/New Electric/Temp ; SwimmingPool Septic Tank Well ; Sign Finish Floor Elevation Survey Other CALCULATIONS and/or NOTES: r CITY OF -- ?ROPERTY .0ESCRIPTIOH .f*144aie Fead - �fOuda _ot U_L�L...81oak ♦__-----Section •_,`_____ - , P.O.BOX 25 � . N77C BEACIt,F(ARtDA 72277 .195 subdivisions_ Qjj�� /2K.S1 � 9DEC "� 199 EtEPHONE ViO41249-2 'street !lame , ` C \l Building Dft� &RR F WORK sr If in a FLOOD HAZARD 'lood Zones___ _____�area complete page 3. Brief f DeecriptionsS_! �_CQ _��LPS1_�PnCC' �00 Close of Works (Nev/Remodel/Addition)_L(C') TONING INFORMATION 'S Type of ,^ Construction I . Ln_99. 61j L/*_9f.4jj_PnCe oning \\ Proposed -jq j Estimated Vilue a :xceptions or Haterialss_ •{,�c5� ��Q ______ ariances Granteds��____, Solid or ----------- ------- Fillwd Ground s- ,�j _ Root s gle OWNER INFORMATION Method of Property Owner I_.dew 4 eL._2e_ 6 ------------ -----Phone! 'L::yja -/ E !!ailing -~- ---- Zip s -------- CONTRACTOR INFORMATION Contraotor s --- Hailing Addrees s g/-0�,-��I u � ft�r S.-'0900 4,C)�.u.:�-}•--i------------------- ------ -- ----- -- ---- Expiratio License Humbert----- QQQ�O � Dates__r7na_ I MERtNT CCWZrT THAT I NAVft READ AND CXANIMED THIN APPLICATION AND KNOW TNC SAME TO •E TRUt: AND, CORRECT. ALL PROVISIONS OF THk LANs AND OROIMAMCEN OOVERNINO THIS TTPE Of VORK PILL 5C CONPLICD NITN. NNCTREN SP=rZCO NER[IM OR NOT. TUC ORANTINO OP A PERMIT DOES NOT PRE:unE TO r OIVS AUTNORlTY TO VIOL.ATS OR CAIKiL THE PROVI8101N6 OI ANY FEDERAL. STATE OR LOCAL RUBS. r� .♦. NEOULATIONS. OROINAMCCS. ON LAWS IN AMT MANNER. INCLUOItiO THC OOVERNINO o/ COMSTRUCTtON OR THE PERPORNANCC OP CONSTRUCTION OP TMC ►NO.IECT. I UNOERSTANO THAT THE ISSUANCE Or THIS PERRI-T 12 • r� •��r `{,` w� CONTINGENT UPON TUC ANOV[ INFORMATION &CIRO TRUC AND COR/IECT AND THAT TUC MARS AND SUPPORTIMC 4•fwA • DATA HAVE SEEN OR SNAL.L- aE PROVIOEO A REOUIREO. •fes to Ovner Signature _ --- - ---------------Date_ Date_ Contractor Signature _ __ -- --- --------- CITY OF ATLANTIC BEACH Fixture Unit Worksheet for Water Impact Fee FIXTURE UNITS ARE ESTABLISHED AS THE MEASUREMENT OF WATER DEMAND FOR EACH WATER FIXTURE UNIT INSTALLED AND CONNECTED TO THE CITY WATER SYSTEM. THE WATER SUPPLY CHARGE IS HEREBY FIXED AT TWENTY DOLLARS PER FIXTURE UNIT CONNECTED TO THE CITY WATER SYSTEM. BATHROOM GROUP CONSISTING OFc, SERVICE .SINK TRAP STAND WATER CLOSET, LAVATORY & BATH (8) TUB OR SHOWER STALL (6) ( Z / WATER CLOSET —WATER CLOSET, TANK OPERATED (4)Y VALVE OPERATED (8) BATHTUB/SHOWER (2) URINAL WALL LIP (4) SHOWER GROUP PER HEAD (3) FLOOR DRAIN (1) SHOWER STALL DOMESTIC (2) ^LAUNDRY TRAY (2) LAVATORY (1) 22_ COMBINATION SINK AND TRAY (3) WASHING MACHINE (3) S POT, SCULLERY SINK (4) DISHWASHER (2) � WASH SINK EACH SET OF FAUCETS (2) KITCHEN SINK (2) DENTAL LAVATORY (1) KITCHEN SINK WITH WASTE DENTAL UNIT OR CUSPIDOR (1) GRINDER (3) BIDET O URINAL STALL, WASHOUT (4) FLUSHING RIM SINK (8) COMBINATION SINK AND TRAY WITH FOOD DISPOS. (4) URINAL, PEDESTAL, SYPHON JET DRINKING FOUNTAIN (1/2) BLOWOUT (2) r ► cam' LAVATORY, BARBER/BEAUTY t ICE MAKER (1/2) SHOP (2) SURGEONS SINK (3) LAVATORY, SURGEONS (2) JACUZZI (2) URINAL STALL, WASHOUT (4) TOTAL FIXTURE UNITS P43 3 0 $20.00 EACH $ JOB INFORMATION / y�S�� h/A_� U`5 /,D ENERGY GUIDE For detailed information of the EPI rating number or for any ITEM listed, ask your Builder for EPI= 99.7 DCA Form 600A-93 or Form 600B-93 0 10 20 30 40 50 60 70 80 90 100 ---------------------------------------X- 1 The maximum allowable EPI is 100. The lower the EPI the more efficient the home RESIDENTIAL ENERGY PERFORMANCE RATING SHEET ITEM HOME VALUE Low Efficiency High Efficiency SINGL CLR DBL TINT WINDOWS. . . . . . . . . . . . . . Double Clear I -------------X------- I INSULATION. . . . . . . . . . . . . . . . . . R-10 R-30 Ceiling R-Value. . . . . . . . . 19.0 1 ---------X----------- I R-0 R-7 Wall R-Value. . . . . . . . . 11.0 1 --------------------X1 R-0 R-19 Floor R-Value. . . . . . . . . 0.0 IX-------------------- I AIR CONDITIONER. . . . . . . . . . . . . 10.0 SEER 17 .0 SEER. . . . . . . . . . . . . . . . . . . . . . 10.0 IX-------------------- I HEATINGSYSTEM. . . . . . . . . . . . . . 6.8 HSPF 12.0 Electric HSPF. . . . . . . . . . . . 7 . 1 I -X------------------- � WATER HEATER. . . . . . . . . . . . . . . . 0.88 0.96 Electric EF. . . . . . . . . . . . . . 0.90 1 ----X---------------- 1 0.54 0.90 GasEF* . . . . o . . . . . . . . 0.00 1 --------------------- 1 0.40 0.80 Solar EF. . . . . . . . . . . . . . I --------------------- � OTHERFEATURES. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I certify that these energy saving features required for the Florida Energy Code have been installed in this house. Builder Address: /ter a�So� o ,� _S. Signature: Ch A,L Date: City/Zip Florida E ergy Code for Building Construction - 1993 Florida Department of Community Affairs FL-EPL CARD93 w Department of Community Affairs SN: 5411 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION FORM 60OA-93 Residential Whole Building Performance Method A NORTH PROJECT NAME: 66 SL 1 BUILDER: CENTEX AND ADDRESS: 1453 LINKSIDE DR PERMITTING ICLIMATE ATLANTIC BEACH, FL 3 OFFICE: ATLANTIC BEA ZONE: 11_1 21_1 31_1 OWNER: CENTEX PERMIT N0. JURISDICTION NO.261100 CK 1. New construction or addition 1. New Construction 2. Single family detached or Multifamily attached 2 . Single-Family 3. If Multifamily-No. of units 3. 0 4. If Multifamily, is this a worst case (yes/no) 4 . 5. Conditioned floor area (sq.ft. ) 5. 1778.00 6. Predominant eave overhang (ft. ) 6. 1. 00 7. Porch overhang length (ft. ) 7. 0.00 8. Glass area and type: Single Pane Double Pane a. Clear Glass 8a. O .Osgft 270.00sgft b. Tint, film or solar screen 8b. O .Osgft O.00sgft 9. Floor type and insulation: a. Slab on grade (R-value, perimeter) 9a.R= 0.00 , 162. 00 ft 10.Net Wall type area and insulation: a. Exterior: 2. Wood frame (Insulation R-value) 10a-2 R=11.00, 1821.00sgft b. Adjacent: 2. Wood frame (Insulation R-value) 10b-2 R=11.00, 221.00sgft 11.Ceiling type area and insulation: a. Under attic (Insulation R-value) 11a.R=19.00 , 1001.00sgft 12 .Air distribution systems a. Ducts (Insulation + Location) 12a. R= 6.00 , uncond 13.Cooling system 13. Type: Central A/C SEER: 10.00 14.Heating System: 14. Type: Heat Pump HSPF: 7 . 10 15.Hot water system: 15. Type: Electric EF: 0.90 16.Hot Water Credits: (HR-Heat Recovery, 16. DHP-Dedicated Heat Pump) 17 .Infiltration practice: 1, 2 or 3 17. 2 18.HVAC Credits (CF-Ceiling Fan, CV-Cross vent, 18. CF HF-Whole house fan, RB-Attic radiant barrier, MZ-Multizone) 19.EPI (must not exceed 100 points) 19 . 99.71 a. Total As-Built points 19a. 31841.73 b. Total Base points 19b. 31934 .34 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- I Hereby certify that the plans and Review of the plans and specifications specifications covered by this calcu- covered by this calculation indicates lation are in compliance with the compliance with the Florida Energy Florida Energy Code. Code. Before construction is completed this building will be inspected for PREPARED BY: compliance in accordance with Section DATE: 553.908 F.S. I hereby certify that this building is in compliance with the Florida Energy Code. OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: Department of Community Affairs SN: 5411 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION FORM 600A-93 Residential Whole Building Performance Method A NORTH PROJECT NAME: 66 SL 1 BUILDER: CENTEX AND ADDRESS: 1453 LINKSIDE DR PERMITTING ICLIMATE ATLANTIC BEACH, FL 3 OFFICE: ATLANTIC BEA ZONE: 11_1 21_1 31_1 OWNER: CENTEX PERMIT N0. JURISDICTION NO.261100 CK 1. New construction or addition 1. New Construction 2. Single family detached or Multifamily attached 2 . Single-Family 3. If Multifamily-No. of units 3. 0 4. If Multifamily, is this a worst case (yes/no) 4 . 5. Conditioned floor area (sq.ft. ) 5. 1778.00 6. Predominant eave overhang (ft. ) 6. 1. 00 7. Porch overhang length (ft. ) 7 . 0.00 8. Glass area and type: Single Pane Double Pane a. Clear Glass 8a. O .Osgft 270.00sgft b. Tint, film or solar screen 8b. O .Osgft O.00sgft 9. Floor type and insulation: a. Slab on grade (R-value, perimeter) 9a.R= 0.00 , 162.00 ft 10.Net Wall type area and insulation: a. Exterior: 2 . Wood frame (Insulation R-value) 10a-2 R=11.00, 1821.00sgft b. Adjacent: 2 . Wood frame (Insulation R-value) 10b-2 R=11.00, 221.00sgft 11.Ceiling type area and insulation: a. Under attic (Insulation R-value) lla.R=19.00 , 1001.00sgft 12.Air distribution systems a. Ducts (Insulation + Location) 12a. R= 6.00 , uncond 13.Cooling system 13 . Type: Central A/C SEER: 10. 00 14 .Heating System: 14. Type: Heat Pump HSPF: 7 . 10 15.Hot water system: 15. Type: Electric EF: 0.90 16.Hot Water Credits: (HR-Heat Recovery, 16 . DHP-Dedicated Heat Pump) 17 .Infiltration practice: 1, 2 or 3 17. 2 18.HVAC Credits (CF-Ceiling Fan, CV-Cross vent, 18. CF HF-Whole house fan, RB-Attic radiant barrier, MZ-Multizone) 19.EPI (must not exceed 100 points) 19. 99.71 a. Total As-Built points 19a. 31841.73 b. Total Base points 19b. 31934 .34 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- I Hereby certify that the plans and Review of the plans and specifications specifications covered by this calcu- covered by this calculation indicates lation are in compliance with the compliance with the Florida Energy Florida Energy Code. Code. Before construction is completed this building will be inspected for PREPARED BY: compliance in accordance with Section DATE: _ 553.908 F.S. I hereby certify that this building is in compliance with the Florida Energy Code. OWNER/AGENT:� ,'�o1.�9t-�� BUILDING OFFICIAL: DATE:- DATE: ******************************************************************************* SUMMER CALCULATIONS BASE ___ __= AS-BUILT GLASS---------------- ORIEN AREA x BSPM = POINTS TYPE SC ORIEN AREA x SPM x SOF = POINTS ------------------------ -------------------------------------------------- N 58.00 65.8 3816.4 DBL CLR N 14.0 38. 3 .94 504.0 DBL CLR N 14 .0 38.3 .94 504.0 DBL CLR N 17 .0 38.3 .94 612.0 DBL CLR N 13.0 38.3 .94 468.0 E 68.00 65 .8 4474 .4 DBL CLR E 6.0 79.7 .95 454.3 DBL CLR E 15. 0 79.7 .95 1135.7 DBL CLR E 15.0 79.7 .95 1135.7 DBL CLR E 15.0 79 .7 .95 1135.7 DBL CLR E 6.0 79.7 .95 454.3 DBL CLR E 11.0 79.7 .95 832.9 S 144 .00 65.8 9475.2 DBL CLR S 14 .0 66.2 .91 843.4 DBL CLR S 14 .0 66 .2 .91 843.4 DBL CLR S 15.0 66.2 .91 903.6 DBL CLR S 15.0 66.2 .91 903.6 DBL CLR S 42 .0 66.2 .91 2530.2 DBL CLR S 11.0 66.2 .91 662.7 DBL CLR S 11.0 66.2 .91 662 .7 DBL CLR S 11.0 66.2 .91 662.7 DBL CLR S 11.0 66 .2 .91 662.7 ------------------------------------------------------------------------------- . 15 x COND. FLOOR / TOTAL GLASS = ADJ. x GLASS = ADJ GLASS I GLASS AREA AREA FACTOR POINTS POINTS POINTS ------------------------------------------------------------------------------- . 15 1,778.00 270. 00 .988 17,766.00 17,548.86 1 15,911.58 --------------- NON GLASS------------ AREA x BSPM = POINTS TYPE R-VALUE AREA x SPM = POINTS ------------------------------------------------------------------------------- WALLS---------------- Ext 1821.0 .9 1638.9 Ext Wood Frame 11.0 1821.0 1.70 3095.7 Adj 221.0 .7 154 .7 Adj Wood Frame 11.0 221.0 .70 154.7 DOORS---------------- Ext 21.0 6. 1 128. 1 Ext Wood 21.0 6. 10 128. 1 Adj 18.8 2 .4 45. 1 Adj Wood 18.8 2 .40 45. 1 CEILINGS------------- UA 1001.0 .6 600.6 Under Attic 19.0 1001.0 1. 10 1101. 1 FLOORS--------------- Slb 162.0 -37 .0 -5994 .0 Slab-on-Grade .0 162 . 0 -41.20 -6674 .4 INFILTRATION--------- 1778.0 8 .0 14224 .0 Practice #2 1778.0 8.00 14224.0 - --------------------------------- TOTAL SUMMER POINTS 28, 346.28 27,985.90 ------------- TOTAL x SYSTEM = COOLING I TOTAL x CAP x DUCT x SYSTEM x CREDIT = COOLING SUM PTS MULT POINTS COMPON RATIO MULT MULT MULT POINTS ------------------------------------------------------------------------------- 28,346.28 .37 10,488. 12 1 27,985.90 1.00 1. 100 .340 .860 9,001.39 WINTER CALCULATIONS __- BASE ___ ( __= AS-BUILT GLASS---------------- ORIEN AREA x BWPM = POINTS TYPE SC ORIEN AREA x WPM x WOF = POINTS ----------------------- -------------------------------------------------- N 58. 00 -10.6 -614.8 DBL CLR N 14 .0 7 .3 1.09 111.4 DBL CLR N 14 .0 7 .3 1.09 111.4 DBL CLR N 17 .0 7 .3 1.09 135.3 DBL CLR N 13.0 7 .3 1.09 103.4 E 68.00 -10.6 -720 .8 DBL CLR E 6.0 -9.2 .85 -46.9 DBL CLR E 15.0 -9.2 .85 -117 .3 DBL CLR E 15. 0 -9.2 .85 -117 .3 DBL CLR E 15.0 -9.2 .85 -117 .3 DBL CLR E 6 .0 -9.2 .85 -46.9 DBL CLR E 11.0 -9.2 .85 -86.0 S 144.00 -10.6 -1526.4 DBL CLR S 14 .0 -28 .4 .96 -381.7 DBL CLR S 14 .0 -28.4 .96 -381.7 DBL CLR S 15 .0 -28.4 .96 -409.0 DBL CLR S 15. 0 -28.4 .96 -409.0 DBL CLR S 42.0 -28.4 .96 -1145. 1 DBL CLR S 11.0 -28.4 .96 -299.9 DBL CLR S 11.0 -28.4 .96 -299.9 DBL CLR S 11.0 -28.4 .96 -299.9 DBL CLR S 11.0 -28.4 .96 -299.9 ------------------------------------------------------------------------------- . 15 x GOND. FLOOR / TOTAL GLASS = ADJ. x GLASS = ADJ GLASS I GLASS AREA AREA FACTOR POINTS POINTS POINTS --------------------------------------------------------------- ------------- . 15 1,778.00 270.00 .988 -21862 .00 -2,827 .02 -3,996.27 NON GLASS------------ AREA x BWPM = POINTS TYPE R-VALUE AREA x WPM = POINTS --------------------------------------------------------------------------- WALLS---------------- Ext 1821.0 2.2 4006.2 Ext Wood Frame 11. 0 1821.0 3.70 6737 .7 Adj 221. 0 3. 6 795. 6 Adj Wood Frame 11.0 221.0 3.60 795.6 DOORS---------------- Ext 21.0 12 .3 258.3 Ext Wood 21.0 12 .30 258.3 Adj 18.8 11.5 216.2 Adj Wood 18.8 11.50 216.2 CEILINGS------------- UA 1001.0 1.2 1201.2 Under Attic 19.0 1001.0 2 .00 2002.0 FLOORS--------------- Slb 162 . 0 8.9 1441.8 Slab-on-Grade .0 162 .0 18.80 3045.6 INFILTRATION--------- 1778.0 7 .4 13157 .2 Practice #2 1778.0 7.40 13157.2 TOTAL WINTER POINTS 18,249.48 I 22,216.33 TOTAL x SYSTEM = HEATING - TOTAL x CAP-x DUCT x SYSTEM x CREDIT-= HEATING WIN PTS MULT POINTS I COMPON RATIO MULT MULT MULT POINTS ------------------------------------------------------------------------------- 18,249.48 .55 10, 037 .21 1 22,216.33 1.00 1. 100 .478 1.000 11,681.35 ******************************************************************************* WATER HEATING ******************************************************************************* __- BASE ___ ( __= AS-BUILT -_- NUM OF x MULT = TOTAL I TANK VOLUME EF TANK x MULT x CREDIT = TOTAL BEDRMS RATIO MULT ------------------------------------------------------------------------------- 3 3803. 0 11,409 .00 50 .90 1.000 3719.7 1.00 11, 159.00 ******************************************************************************* SUMMARY ******************************************************************************* BASE _-_ __= AS-BUILT COOLING HEATING HOT WATER TOTAL COOLING HEATING HOT WATER TOTAL POINTS + POINTS + POINTS = POINTS I POINTS + POINTS + POINTS = POINTS ------------------------------------------------------------------------------- 10488. 1 10037 .2 11409 . 0 31,934 .34 9001.4 11681.3 11159.0 31,841.73 ***************** * EPI = 99.71 ***************** ENERGY GUIDE For detailed information of the EPI rating number or for any ITEM listed, ask your Builder for EPI= 99.7 DCA Form 600A-93 or Form 600B-93 0 10 20 30 40 50 60 70 80 90 100 ---------------------------------------X- 1 The maximum allowable EPI is 100. The lower the EPI the more efficient the home RESIDENTIAL ENERGY PERFORMANCE RATING SHEET ITEM HOME VALUE Low Efficiency High Efficiency SINGL CLR DBL TINT WINDOWS. . . . . . . . . . . . . . . . . . . . .Double Clear -------------X------- � INSULATION. . . . . . . . . . . . . . . . . . R-10 R-30 Ceiling R-Value. . . . . . . . . 19.0 I---------X----------- I R-0 R-7 Wall R-Value. . . . . . . . . 11.0 I --------------------X1 R-0 R-19 Floor R-Value. . . . . . . . . 0.0 IX-------------------- I AIR CONDITIONER. . . . . . . . . . . . . 10.0 SEER 17.0 SEER. * . . . . . . . . . . . e . . . . . . . . 10.0 IX-------------------- I HEATINGSYSTEM. . . . . . . . . . . . . . 6.8 HSPF 12 .0 Electric HSPF. . . . . . . . . . . . 7 . 1 I -X------------------- I WATER HEATER. . . . . . . . . . . . . . . . 0.88 0.96 Electric EF. . . . . . . . . . . . . . 0.90 I ----X---------------- I 0.54 0.90 Gas EF. . . . . . . . . . . . . . 0.00 I ---------------------1 0.40 0.80 SolarEF. . . . . . . . . . . . . . I --------------------- I OTHER FEATURES. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I certify that these energy saving features required for the Florida Energy Code have been installed in this house. Builder Address:,662L";.io, Signature: City/ZipfPCcM�J�-fie Florida tWergy Code for Building Construction - 1993 Florida Department of Community Affairs FL-EPL CARD93 SERIAL # 5411 * RESMANUJ(c) WHOLE HOUSE HEAT GAIN / HEAT LOSS CALCULATION USING EPI92-FLA/RES(c) DATA FILES (BASED ON A.C.C.A. MANUAL J - SEVENTH EDITION (c) 1986 by A.C.C.A. ) ------------------------------------------------------------------------------- NAME :66 SL 1 ADDRESS : 1453 LINKSIDE DR CITY :ATLANTIC BEACH OWNER :CENTEX BUILDER :CENTEX Conditioned Floor Area : 1778 SF * Climatic Conditions & Design Conditions ---------------------------------------------------------------------------- Geographical Location : Florida I Jacksonville ---------------------------------------------------------------------------- North Latitude / Elevation 30 Deg. / 24 Ft. Above Sea Level Outdoor Winter Dry Bulb 32 Deg. F Indoor Winter Dry Bulb 70 Deg. F Winter (Actual) Temp.Diff. 38 Deg. F Winter Temp. Diff. (wTd) 40 Deg. F Outdoor Summer Dry Bulb 94 Deg. F Outdoor Summer Wet Bulb 77 Deg. F Outdoor Summer Humidity Ratio 114 Indoor Summer Relaltive Humidity 50% Indoor Summer Design Grains / Lb. 49 Indoor Summer Dry Bulb 75 Deg. F Indoor Summer Wet Bulb 62 .3 Deg. F @ 64 Gr/Lb Summer Daily Range 19 Deg. F - L Summer (Actual) Temp.Diff. 19 Deg. F Summer (User Sel) Temp.Diff. (sTd) 20 Deg. F ---------------------------------------------------------------------------- * HEATING SUMMARY * * COOLING SUMMARY * ------------------------------------------------------------------- SUBTOTAL 30001. 13 STRUCTURE SENSIBLE 16999.99 MECH.VENT- 200 Cfm 4180.00 SENS. + MECH.VENT : 21179.99 TEMP.SWING @ 3 DEG. : 1.00 OCCUPANT/APPLIANCE 3000.00 DUCT LOSS 1500.06 DUCT GAIN 2418.00 TOTAL LOSS/BTUH 31501. 19 TOTAL SENSIBLE 26597 .99 TOTAL LATENT 13446. 12 -------------------------------------------------------------------- 20% OVERSIZE FACTOR 6300.24 20% SENS.OVRSZE FTR: 5319.60 ACTUAL + 20% OVERSIZE: 37801.43 SENS. + 20% OVERSIZE: 31917 .59 -------------------------------- ----------------------------------- * EQUIPMENT SELECTION * -------------------------------------------------------------------- EQT. MANUF. MODEL # TYPE HTG INPUT HTG OUTPUT AFUE/HSPF SENSIBLE CLG LATENT CLG TOTAL TONAGE (S)EER CLG CFM HTG CFM -------------------------------------------------------------------- * L O A D C A L C U L A T I O N TYPE Inside Shade Sc Area Loss/Btuh Gain/Btuh GL A S S---------------------------------------------------------------------- East Double Clr Drapes/Blinds 1 6.00 174 .00 276.00 East Double Clr Drapes/Blinds 1 15.00 435.00 690.00 East Double Clr Drapes/Blinds 1 15.00 435.00 690.00 East Double Clr Drapes/Blinds 1 15.00 435.00 690.00 East Double Clr Drapes/Blinds 1 6.00 174 .00 276.00 East Double Clr Drapes/Blinds 1 11.00 319 .00 506.00 North Double Clr Drapes/Blinds 1 14 .00 406.00 224.00 North Double Clr Drapes/Blinds 1 14.00 406.00 224 .00 North Double Clr Drapes/Blinds 1 17.00 493 .00 272.00 North Double Clr Drapes/Blinds 1 13.00 377. 00 208.00 South Double Clr Drapes/Blinds 1 14.00 406.00 350.00 South Double Clr Drapes/Blinds 1 14.00 406.00 350.00 South Double Clr Drapes/Blinds 1 15.00 435.00 375.00 South Double Clr Drapes/Blinds 1 15.00 435 .00 375.00 South Double Clr Drapes/Blinds 1 42 .00 1218.00 1050.00 South Double Clr Drapes/Blinds 1 11.00 319.00 275.00 South Double Clr Drapes/Blinds 1 11.00 319.00 275. 00 South Double Clr Drapes/Blinds 1 11. 00 319.00 275.00 South Double Clr Drapes/Blinds 1 11.00 319 .00 275.00 Infiltration : Winter Htm ( 20 .83 ) x 270.00 5624 . 10 Infiltration : Summer Htm ( 5.06 ) x 270.00 1366.20 --------- --------- --------- Window Frame : Metal SUBTOTALS: 270 .00 13454 . 10 9022.20 R-Value Area Loss/Btuh Gain/Btuh WA L L S---------------------------------------------------------------------- Wood Stud - Ext. 11 1821.00 6555.60 4552.50 Wood Stud - Adj . 11 221.00 795.60 375.70 --------- --------- --------- SUBTOTALS: 2042 .00 7351.20 4928.20 D0 0 R S---------------------------------------------------------------------- Solid Core/Wood - Ext. 0 21.00 598.50 266.70 Solid Core/Wood - Adj . 0 18.80 417.36 78.96 Infiltration :Winter Htm( 20. 83 ) x 39.80 829.03 Infiltration :Summer Htm( 5 .06 ) x 39.80 201.39 --------- --------- --------- SUBTOTALS: 39.80 1844 .89 547 .05 CE I L I N G S---------------------------------------------------------------- Under Attic 19 1001.00 2102. 10 2502.50 FL 0 0 R S-------------------------------------------------------------------- Slab on Grade 0 162.00 Lin.Ft. 5248.80 000.00 * TOTAL STRUCTURE SENSIBLE * ------------------------------------------------------------------------------- 30001. 13 24179.99 ------------------------------------------------------------------------------- Ft,OUDPLAIN DEVELOPMENT INFORHATION w ' Type of Developments____ P Flood Zones ---------- Required Lowest Floor Elevations_ If building is located within a flood hazard zone, a survey must be made AFTER THE SLAB HAS BFEN POURED, certifying that the LOWEST FLOOR ELEVATIGX is equal to or above the base flood elevations established for that none. No final inspection v111 be nude and no oertitioote of occupancy will be issued until the survey is on �Eile with the Building Department, COMMENTS: Applicant Acknowledgements I understand that the issuance of this permit In conntinipent upon the . above information being correct and that the plasms and supporting data have been or shall be provided as required, I agree to comply with all applicable provisions of Ordinance No. 23-7-11 and all other lave or ordinances affecting the proposed development. Date_---- --____Applicant's Signature__________________________ ------------------------------------------- ------- Department Use Required Lowest Floor Elevation _ ____-_____- Aq Built. Lowest Floor Elevation _________________ Survey Filed with Building Department ........... ------------------------ Building Department Representative • page 3 »s.02 1I�2r='04, » 06' 08, , 4r=•10 12' '+ ,' 1'1�2r=:14' h5.x 16, �y�o r 2'1�2»:.22' r9 S ,l 4r=.27 S�r 1 3' „, 29 g 12 -. 3' 1 qr=.35' 37 . ' M G 4 3/q»»__. 39' 5 =.41 , »=.45 5-1 2»=.47 � to 5'36»=.50', 4»s.52, 6= 11/ 2r=.54 7»--58, 60 »_ 62' 7-1/2r__- 4' 7-3/4»=,66' _1!4»_.6$' $-1/2rZ r '72' ``�• S-5/4"=- 75 9-1/24,, 8�, 7J ' /� f r ' ,0;A/2 »=a7', O 11-5 » g /4»_.97' Simpson Strong-Tie 22-16d I m o � SSS DIX AI NG M �n A0.ING C� � 'NOTE• 'C 15' REF. TRU S FOR �O T PLACEMENT Cr x CIO ;r tF6 2" u HANGER DOWNLOAD UPLIFT � THA418 2830# 1550# 11 H2 - 2�A ~a PULMR/ FUNK RE5rOW;VLi1Y '� • "O TO REFER TO 5IW50N CAMOU E FOR =COMBt M IN5MLATION GLJKwW5. \, ® F5 BEAM IN O1 ALL WL5 TO M 511 'l W 6Y BUILDER. BUI DEI? W n F3 a 11 5 LAYOUT 15 NJtEWW FOR ME A5 A GUIDE'(01R 65 f'I.HLEMENi'AW RAM518 2- 2-rLY 16"LVL LOCATION OF COWCT01;5. F2 w o REFER TO ENGINEERED DRAWINGS FOR F 4 F9 MoreR M65 1[/) s Ft.PLEMENT AND INFORMATIONO c `, N F2 �1 w O N REGARDING KVMRK IRU55E5. 14 n o (~ °fir N v O O W FI 2 - O 1 Z � a O N BEAM-) E------- m n' to, r-a° e'-8" 'vC HOC f3EAGl; P r1 Q ILIIING oFF CITY OF ATLANTIC BEAG11 rcE � !97(j�`+,5 N W� Z FRAMING PLAN N A " NOT TO SCALE SHEET 1 � F 01-27-1995 TJBeam(TM) Page 1 of 1 TJBEAMA v4.20 sn:214010183 1111 HOLMES LUMBER COMPANY 6550 ROOSEVELT BLVD JACKSONVILLS, FL 32244 Phone: 904-772-6100 904-772-1973 (fax) ------------------------------------------------------------------------------------------------------------------------ Name: DICK GOULD Project Name: Page Title: BEAM-1 Based on ALLOWABLE STRESS DESIGN ( ASD ) SBCC building code for TJM products available through Distribution ----------------------------------------------------------------------------------------------------------------------- Application........ Floor - Res. Deflection Criteria (MR) Member Use................. Beam Load Classification....... Floor LL Defl TL Defl Member Top Slope(in/ft)... 0.000 Load Duration Factor....... 1.00 Span 1 L/360 L/240 Roof Slope(in/ft)......... 0.000 Live Load(psf)............. 40.0 Floor Decking............... N/A Dead Load(psf)............. 15.0 Repetitive Member Use....... N/A Partition Load(psf)....... 110.0 Reinforced Overhangs........ N/A Tributary width('-").... 1- 0.00 LOAD: Class LDF Begin End Live Load Dead Load Comment 1 Unif(plf) Roof 1.33 0'- 0.00" 101- 8.00" 165 94 Add 2 Conc(lb) Roof 1.33 101- 8.00" 640 360 Add 2 Pcs of 1. 75" x 16" MICRO=LAM(R) ES LVL 2 . 0E 21'- 4.00" ------------------------------------------ S I Z E A N A L Y S I S - A S D ----------------------------------------- IMPORTANT) The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced lengths) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Note: See Residential ?roducts Reference Guide for multiple ply connection. Maximum Design Allowable Control Shear(lb) 4497 3911 < 13889 355% LT. end Span 1 under Roof loading Moment(ft-lb) 23008 23008 < 46554 202% MID Span I under Roof loading Live Defl. (in) 0.355 < 0.711 L/722 MID Span 1 under Roof loading Total Defl. (in) 0.799 < 1.067 L/320 MID Span 1 under Roof loading Span 1 Max. Reaction Total(lb) 4497 3116 Live(lb) 2067(R1.33) 1187(R1.33) Crt. Reaction Total(lb) 4497 2356 Live(lb) 2067(R1.33) 427(F1.00) Required Brg. Length(in) 3.02(W) 2.09(W) Max. Unbraced Length(in) 32 Copyright (c) 1993 by Trus Joist MacMiliad, a limited partnership, Boise, Idaho. MICRO-LAM(R) is a registered trademark of Trus Joist MacMillan. TJBeam(TM) is a trademark of Trus Joist MacMillan. 01-27-1995 TJBeam(TM) page 1 of i TJBEAMA v4.20 sn:214010183 1111 HOLMES LUMBER COMPANY 6550 ROOSEVELT BLVD ,Lg. FL 32244 Phone: 904-772-6100 904-772-1973 (fax) ------------------------------------------------------------------------------------------------------------------------ Name: DICK GOULD Project Name: Page Title: BEAM-2 Based on ALLOWABLE STRESS DESIGN ( ASD ) SBCC building code for TJM products available through Distribution ------------------------------------------------------------------------------------------------------------------------ Application........ Floor - Res. Deflection Criteria (MR) Member Use................. Beam Load Classification....... Floor LL Defl TL Defl Member Top S1 ope(ia/ft)... 0.000 Load Duration Factor....... 1.00 Span 1 L/360 L/240 Roof Slope(in/ft)......... 0.000 Live Load(psf)............. 40.0 Floor Decking............... N/A Dead Load(psf)............. 1S.0 Repetitive Member Use....... N/A Partition Load(psf)....... 110.0 Reinforced Overhangs........ N/A Tributary Width('-").... 1- 0.00 LOAD: Class LDF Begin End Live Load Dead Load Comment 1 Unif(plf) Floor 1.00 01- 0.00" 91- 4.00" 318 112 Add 2 Unif(plf) Roof 1.33 01- 0.00" 91- 4.00" 752 423 Add 2 Pcs of 1. 75" x 16" MICRO=LAM(R) ES LVL 2 . 0E - 91- 4.00" - ------------------------------------------ S I 2 E A N A L Y S I S - A S D ----------------------------------------- IMPORTANTI The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum untraced lengths) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Note: See Residential Products Reference Guide for multiple ply connection. Bearing length exceeds 3.5 inches at bearing 1, 2 Maximum Design Allowable Control Shear(lb) 8332 5952 < 13889 233% LT. end Span 1 under Roof loading Moment(ft-lb) 19442 19442 < 46554 239% MID Span 1 under Roof loading Live Defl. (in) 0.104 < 0.311 L/999+ MID Span 1 under Roof loading Total Defl.(in) 0.168 < 0.467 L/668 MID Span 1 under Roof loading Span 1 - Max. Reaction Total(lb) 8332 8332 Live(lb) 5180(R1.33) 5180(R1.33) Required Brg. Length(in) 5.60(W) 5.60(W) Max. Unbraced Length(in) 32 Copyright (c) 1993 by Trus Joist MacMillani a limited partnership, Boise, Idaho. MICRO-LAM(R) is a registered trademark of Trus Joist MacMillan. TJBeam(TM) is a trademark of Trus Joist MacMillan. 01-27-1995 TJBeam(TM) Page 1 of 2 TJBEAMA v4.20 an:214010183 1110 HOLMES LUMBER COMPANY 65SO ROOSEVELT BLVD JACKSONVn.LZ, FL 32244 Phones 904-772-6100 904-772-1973 (fax) ------------------------------------------------------------------------------------------------------------------------ Names DICK GOULD Project Names Page Titles GAR DR )O7R Based on ALLOWABLE STRESS DESIGN ( ASD ) SBCC building code for TJM products available through Distribution ------------------------------------------------------------------------------------------------------------------------ Application........ Floor - Res. Deflection Criteria (MR) Member Use................. Bele Load Classification....... Floor LL Defl TL Defl Member Top Slope(in/ft)... 0.000 Load Duration Factor....... 1.00 Span 1 L/360 L/240 Roof Slope(in/ft)......... 0.000 Live Load(psf)............. 40.0 Floor Decking............... N/A Dead Load(psf)............. 15.0 Repetitive Member Use....... N/A Partition Load(psf)....... 110.0 Reinforced Overhangs........ N/A Tributary width('--).... 1- 0.00 LOAD: Class LDF Begin End Live Load Dead Load Comment 1 Conc(lb) Roof 1.33 51- 0.00" 2434 1369 Add T1 2 ConC(lb) Floor 1.00 61- 0.00" 1187 1929 Add BEAM-1 3 Unif(plf) Roof 1.33 01- 0.00" 51- 0.00" 150 85 Add 4 Unif(plf) Floor 1.00 51- 0.00" IS'-12.00" 444 156 Add 5 Unif(plf) Roof 1.33 5'- 0.00" 14'- 0.00- 220 123 Add 6 Conc(lb) Roof 2.33 14'- 0.00" 1277 719 Add Copyright (c) 1993 by Trus Joist MacMillan, a limited partnership, Boise, Idaho. MICRO-LAM(R) is a registered trademark of Trus Joist MacMillan. TJBeam(TM) is a trademark of Trus Joist Macmillan. 01-27-1995 TJBeam(TM) page 2 of 2 TJBBAMA v4.20 sn:214010183 1110 HOLMES LUMBER COMPANY 6550 ROOSSVBLT BLVD JACXSCXVZ=. YL 32244 Phones 904-772-6100 904-772-1973 (fax) 3 PCs Of 1.75" X 16" MICRO=LAM(R) ES LVL 2 .0E - 161- 0.000 ------------------------------------------ S I Z B A N A L Y S I S - A S D ----------------------------------------- IMPORTANT( The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Note: See Residential Products Reference Guide for multiple ply connection. Bearing length exceeds 3.5 inches at bearing 1, 2 Maximum Design Allowable Control Shear(lb) 11957 10906 < 20834 191% RT. end Span 1 under Roof loading Moment(ft-lb) 53409 53409 < 69832 131% MID Span 1 under Roof loading Live Defl.(in) 0.427 < 0.533 L/450 MID Span 1 under Roof loading Total Defl.(in) 0.743 < 0.800 L/258 MID Span 1 under Roof loading Span 1 - Max. Reaction Total(lb) 10831 11957 Live(lb) 6011(Ri.33) 7141(R1.33) Required Brg. Length(in) 4.85(W) 5.36(W) Max. Unbraced Length(in) 32 Copyright (c) 1993 by Trus Joist MacMilii:d, a limited partnership, Boise, Idaho. MICRO-LAM(R) is a registered trademark of Trus Joist MacMillan. TJBeam(TM) is a trademark of Trus Joist MacMillan. Job: 4- 6 9 LOT I F 21-3-12 SY42 THIS OWG. PREPARED FROM COMPUTER INPUT AD NS) SUBMITTED BY TRUSS MFR. TOP CHORD 4x2 SP 12 N REFER TO DRAWING A150 FOR TYPICAL PLATE LOCATIONS. BOT CHORD 4x2 SP I1 Dense :82 4x2 SP 12 W. WEBS 4x2 SP /3 RECOMMENDED CAMBER TOP AND BOTTOM CHORDS 3/8' AT MIDSPAN. THIS TRUSS SPACED 0 24,00' O.C. IS DESIGNED TO SUPPORT + 2X6 13 HEM-FIR OR BETTER CONTINUOUS STRONGBACK. ATTACH ADDITIONAL CONCENTRATED LOAD AT LEFT ENO FROM 8.00' STUD TO EACH TRUSS WITH 3-1Od NAILS. STRONGBACK MATERIAL TO MALL (13.75 PSF) SUPPORTING 21-04-00 SPAN ROOF TRUSSES BE SUPPLIED BY ERECTION CONTRACTOR. WITH 02-00-00 OVERHANG, ROOF LOAD IS 30.00 PSF LIVE AND 11.00 PSF DEAD. NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN. IT CANNOT BE USED UPSIDE DOWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR, CONTRACTORS WARNING: THIS TRUSS IS DESIGNED TO BEAR ANO/OR SUPPORT ADDITIONAL LOADS AT SPECIFIC LOCATIONS. PARTICULAR CARE IS ADVISED DURING INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. 14f90 H �= 213" 12 1X4 (R) 9'6" 10' 1" 12 ---� �X8 4X10 4X X4 3X3 JX4X X3 3X4 4X94X 1'4• + + T tj _ -4- X X X X X X X 4X 4X 6 20' 11" 12 9X8 W=HS2512 2X5 �- 21 '3° 12 21 3 12 R=2578# W=3"8 R=1186# W=3"B PL TA DESIGN CRIT-TPI OTY - 6 TOTAL - 6 REV. 17.2m S 7406 AL 500 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REOUIRE EXTREME CARE 01/27/95 TC LL 40.0 PSF REF x I MPORTANT M X SHALL NOT BE RESPONSIBLE FOR ANYWARNING IN HANDLING. ERECTION AND I\ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE N19-9I BY IPI. SEE THIS DESIGN ��`_t�t ��i� TC DL 10 .0 PSF DATE 01/27/95 FAIURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI, FOR ADDITIONAL SPECIAL PERMANENT BRACING RE V ALPINE CONNECTORS ARE MADE OF 20G,A GALV. STEEL MEETING ASIN OUIREMENTS. UNLESS OTHERWISE INDICATED, IOP - BC DL 5.0 PSF DRWG OCHORDO ARAB W B EXCEPT AS HDIEO. APPLY CC1OR5 10 EACH FACE OF CHORD SHALL 8E LATERALLY BRACED WITH PROPER TRUSS AND IPA.ESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD N 606 SC LL 0-0 PSF RAG CONEaaHS PER DRAWINGS 130. 150 C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING --SEE - STATE OF TOT.LO. 55.0 PSF Q/A LEN. 21-3-12 CONFORM W/APPLICADLE PROVISIONS OF NOS G TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER ': SEµON THIS DRAWING APPLIES ID 114E COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF INIB OAID Q DUR.FAC. 1 .00 IN WAM DOILY. O L/ALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO IHE TRUSS ERECTION CONTRACTOR. �� INE_.S"�' -1PI TM%2 w�tg j"T1wtF,_, Nns twat NATIONAL nFSTaw cerctrtrATIM Fm Wnm rn mrTt�.. ` SPACTNG 24.0" TVPF S V 4� Job' 4- T F2 17'6Y4 RD R THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBM TT Y TRUSS MFR TOP CHORD 2x2 SP 02 N REFER TO DRAWING A150 FOR TYPICAL PLATE LOCATIONS. BOT CHORD 2x2 SP FI Dene WEBS 2x2 SP e3 THIS TRUSS SPACED 0 22.00' O.C. IS DESIGNED TO SUPPORT ADDITIONAL CONCENTRATED LOAD AT LEFT END FROM 8.00' STUD MALL 113.75 PSFI SUPPORTING 21-02-00 SPAN ROOF TRUSSES + 2X6 13 HEM-FIR OR BETTER CONTINUOUS STRONGBACK. ATTACH WITH 02-00-00 OVERHANG. ROOF LOAD IS 30.00 PSF LIVE AND TO EACH TRUSS WITH 3-10d NAILS. STRONGBACK MATERIAL TO 17.00 PSF DEAD. BE SUPPLIED BY ERECTION CONTRACTOR. NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN. IT CANNOT BE USED CONTRACTORS WARNING: UPSIDE DOWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR. THIS TRUSS IS DESIGNED TO BEAR AND/OR SUPPORT ADDITIONAL LOADS AT SPECIFIC LOCATIONS. PARTICULAR CARE 15 ADVISED DURING INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. 14191 1-2-6- ---I f �• 17 .8M 9,6" i 8" 4'8" 4X 4X4 X X X X X 1X4 (R) 4X ^ X X + T 4X X4 X X X X X • 17.4" 8 3X4 3X • 17'8" 17'8" R=2377# W=3"8 R=1864/ WAX3"8 PLT TA DESIGN CRIT=TPI QTY 2 TOTAL - 2 REV. 17.2m SCALE7a 150 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXIRENE CAM 01/27/95 TC LL 40.0 PSF REF X I MPOR T A N T xx$HALL NOT KRESPONSIBLE FOR ANYWARNING IN HANDLING. ERECTION AND n I\ DEVIATION FROM link%DESIGN Oq THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN �l��tl N ,� TC DL 10.0 PSF DATE 01/27/95 f11LlWE 10 BUILD THE TRUSS IN CONFORMANCE WITH OSISO BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE , Y ALPINE CONNECTORS ARE MADE OF 20GA GALV, SIEEI MEETING ASTM OUIREMENIS, UNLESS OTHERWISE IwIC.IEO, TOP - BC DL 5.O 'PSF ORWG PE AAAB SH a EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROR TRUSS AND UNLESS 011EFWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. 60110M CHORD W5606 BC LL 0•O PSF RAG coNNEDTOPS PER DRAWINGS 130. ISOs 160A-F. DESIGN s,.NDAPOs WITH PROPERLY ATTACHED RIGID CEILING -- SEE - STATE OF TOT.LO. 55.0 PSF 0/A LEN. 17-8-0 CONFORM N/APPLICABLE PROVISIONS OF NOS 0 TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FDR PROPER L O RIO .• SEK ON THIS DRAWING APPLIES 10 INE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY Of iN15 �r.� OUR.FAC. 1 .00 IN ONLY. AND SMALL NOT BE RELIED UPON 1N ANY OTHER MAY. DESIGN TO THE TRUSS ERECT]d1 CONTRACTOR. �'r�r tNEtY'•r.�•v —��-- _ --lPt T1"55 gAiF 7NcrinnF vnc wn1 antev• nF.1r:N.nrrr�,n*Inv��n.inn��,�. .. .� ,,, ,... SPAr Tmr aA nM rvnr c;v4P Job' (4-3609) T F3 17'8YQ2 THIS OWG. PREPARED FROM COMPUTER INPUT ILOADS r DIMENSIONS) SUBMITTED MFR. TOP CHORD 4x2 SP 12 N REFER TO DRAWING A150 FOR TYPICAL PLATE LOCATIONS. BOT CHORD 1x2 SP I1 Dense WEBS 4x2 SP 13 RECOMMENDED CAMBER TOP AND BOTTOM CHORDS 1/4- AT MIOSPAN. THIS TRUSS SPACED 0 24.00. O.C. IS DESIGNED TO SUPPORT 2X6 13 HEM-FIR OR BETTER CONTINUOUS STRONGBACK. ATTACH A00I71ONAL CONCENTRATED LOAD AT LEFT END FROM 8.00' STUO TO EACH TRUSS WITH 3-10d NAILS. STRONGBACK MATERIAL TO WALL 113.75 PSF) SUPPORTING 21-04-00 SPAN ROOF TRUSSES BE SUPPLIED BY ERECTION CONTRACTOR. WITH 02-00-00 OVERHANG. ROOF LOAD IS 30.00 PSF LIVE AND 17.00 PSF DEAD. NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN. IT CANNOT BE USED UPSIDE DOWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR. CONTRACTORS WARNING: THIS TRUSS IS DESIGNED TO BEAR AND/OR SUPPORT ADDITIONAL LOADS AT SPECIFIC LOCATIONS. PARTICULAR CARE IS ADVISED DURING INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. 1419# �---2 6 17 B" - _1 9'6" i 8" 6'6" 4 X X X X.4 4 X 4 X + 1-4- 4X6 3xX _X4 jxnx 8. 17'4" 4 F8 2X4 17 '8" �- 17'8" R=2377# W-3"8 R=986# W-3"8 TA = T4EO: 7407 PL TYP.-ALPINE DESIGN CRIT=TPI OTY 3 TOTAL - 3 REV. t7,2m CAE _ 750 ALPINE ENGIM.EAEO PRODUCTS, INC. TRUSSES REQUIRE EXTREME CARE 01/27/95 TC LL 40.0 PSF REF I MP OR T A N T X X SHALL NOT GE RESPONSIOLE FOR ANYWARNING IN HANDLING, EREDTTON AND DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIG-SI BY TPI. SEE THIS DESIGN •l lt'W[•' �� TC OL 10.0 PSF OATE 01/27/95 n \\UY�`jVlly\ FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH 05108 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE v - © ALPINE CONNECTORS ARE NAGE OF 20GA GALV. STEEL MEETING ASTM WIRENENTS. UfA.E55 OTHERWISE INDICATED. TOP - BC OL 5.0 PSF ORWG AANB GR S EXCEPT AS NOTED. APPLY CONNECTORS 70 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER TRUSS AND LA.ESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD N 606 8C LL 0.0 PSF RAG CONNECTORS PER DRAWINGS IRU. 150 1: ICDA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF _ TOT.LO. 55.0 P$F 0/A LEN. 17"8-0 CONFORM W/APPLICADLE PROVISIONS OF NOS C )PI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/9II FOR PROPER OR1o� t' 1 .00 SEAL ON IVIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPL$CATION. FURNISH A COPY OF THIS Q'�� OLIA,FAC. IN ONLt AND SHALL NOT BE RELIED UPON 1N AMY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. 1F'TEE�.``, --TP - TRUIS PLAT NST TUI • -X15!A081 N�TI2HAI.HF51Dt1 SPFCTF1C�110N FTM NDOO C.HNSTRiC.Tl0V A ;)4 0" ITYPF S T`L 2 Job: (4-3609) OT F4 - SY42 THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS ME NS N T D BY-TRUSS MFR. TOP CHORD 4x2 SP #2 N REFER TO DRAWING A150 FOR TYPICAL PLATE LOCATIONS. BOT CHORD 4x2 SP Of Dense WEBS 4x2 SP 13 THIS TRUSS SPACED 0 24.00' O.C. IS DESIGNED TO SUPPORT ADDITIONAL CONCENTRATED LOAD AT LEFT ENO FROM 8.00' STUD WALL 113.75 PSF) SUPPORTING 21-04-00 SPAN ROOF TRUSSES 2X6 93 HEM-FIR OR BETTER CONTINUOUS STRONGBACK. ATTACH WITH 02-00-00 OVERHANG. ROOF LOAD IS 30.00 PSF LIVE ANO TO EACH TRUSS WITH 3-1011 NAILS. STRONGBACK MATERIAL 10 17.00 PSF DEAD. BE SUPPLIEO BY ERECTION CONTRACTOR. NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN. IT CANNOT BE USED CONTRACTORS WARNING: UPSIDE DOWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR. THIS TRUSS IS DESIGNED TO BEAR AND/OR SUPPORT ADDITIONAL LOADS AT SPECIFIC LOCATIONS. PARTICULAR CARE IS ADVISED DURING INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. 1419# �'— 2 6" r• 15'88 L 9'6M1 1 '7" 1 4,7"8 4 X4 X X 4 4.X4 X X X 1 + 1'4' 4X X X X X XB 15'88 ((Lq 8 4X4 2X4 " 15'8"8 R=2269# W=3"8 R=8780 W=3" TAG T1 gE0: 74097 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY - 1 TOTAL - 1 REV. 17.2m SCALE •0.3750 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REWIRE EXTREME CARE 01/27/95 TC LL 40.0 PSF REF fEUE t kIMPORTANTN XSHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION ANDDEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN d" N TC OL 10 .0 PSF DATE O1/27/95 FAILURE 10 WILD TINE TRUSS IN CONFORMANCE WITH OSIBB BY 1P1. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE - F�ALPINE CONNECTORS ARE MADE OF 70G4 GALV. STEEL MEETING ASTM WIREMENTS. UNLESS OTHERWISE INDICATED. TOP - - BC OL 5•0 PSF DRWG A446 W B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SMALL BE LATERALLY BRACED WITH PROPERTRUSS ANO UNLESS 011EAMISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORDBC LL 0•0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 G 16OA-F, DESIGN STANDARGS WITH PROPERLY ATTACHED RIGID CEILING -- SEE _ TOT.LO. 55.0 PSF O/A LEN. 15-8-8 CONFORM W/APPLICABLE PROVISIONS OF NDS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/811 FOR PROPER �SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS OUR.FAC. 1 .00 IN ONLY. AND SHALL NOT BE SEL IEC UPON IM ANY OTHER WAY. DESIGN 10 THE TRUSS ERECTION CONTRACTOR,--IP . IRHS AI NST LUTE MD . 1 / NA710NA4 t7ESIG C F I:AttoN;aH"000[ONMRI1CtIM1 ITi1H�HH , SPACING 24.0" TYPF SY42 T _- .t-MIGN3sPI-1.L._. �. . Job: 4- LOT F 21-0-8 SY42 THIS OWG. PREPARED FROM COMPUTER INPUT ILOADS 6 DIMENSIONS) M TT D BY TRUSS MFR TOP CHORD 1x2 SP 12 N REFER TO DRAWING A150 FOR TYPICAL PLATE LOCATIONS. SOT CHORD 4x2 SP I1 Dense :B2 4x2 SP 12 N: WEBS 4x2 SP /3 RECOMMENDED CAMBER TOP AND BOTTOM CHORDS 3/8' AT MIOSPAN. THIS TRUSS SPACED 0 21.00' O.C. IS DESIGNED TO SUPPORT 2X6 e3 HEM-FIR On BETTER CONTINUOUS STRONGBACK. ATTACH ADDITIONAL CONCENTRATED LOAD AT LEFT ENO FROM 8.00' STUD TO EACH TRUSS WITH 3-1011 NAILS. STRONGSACK MATERIAL TO WALL (13.75 PSF) SUPPORTING 21-04-00 SPAN ROOF TRUSSES BE SUPPLIED BY ERECTION CONTRACTOR. WITH 02-00-00 OVERHANG. ROOF LOAD IS 30.00 PSF LIVE AND 17.00 PSF DEAD. NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN, IT CANNOT BE USED UPSIDE DOWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR. CONTRACTORS WARNING: THIS TRUSS IS DESIGNED TO BEAR ANO/OR SUPPORT ADDITIONAL LOADS AT SPECIFIC LOCATIONS. PARTICULAR CARE IS ADVISED MING INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. 14190 � 21 '0"8 �-- 9-6" —{--`� 9, 10"a XB 4X10 4X5 w.iy JX4 3X3 IX4X X X4 4X5 4 4X Vt 3X3X.3 iX4 47lace XB - 4X0 21 '0"8 3X3 W-HS2512 2X (�• 21 '0"8 R=2563# W=3"8 R=11711 W=3" PLAT, TYP ,-ALPIN DESIGN CRIT-TPI OT - 3 TOTAL - 3 REV. 7.2m SS LY 740 500 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REOUIRE EXTREME CARE 01/27/95 TC LL 40 .0 PSF REF HIMPORTANTXX SMALL NOT BE RESPGNSIDIE FOR ANY WARNING IN HANDLING. ERECTION AND nDEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIO-et By TPI. SEE THIS DESIGN �`-'♦��tl' "��, TC DL 10.0 PSF DATE 01/27/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OST80 BY IPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ' v� a '� ALPINE CONNECTORS ARE MAGE OF ZOGA GAL V. STEEL MEETING ASTM fNJI RE ME Ni$. UNLESS OTHERWISE INDICATED. IOP - BC DL 5.0 PSF DRWG O AAAB OR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED MIUH PROPER TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORE) ■Ei06 BC LL C0.0 PSF RAG CONNECTORS PER DRAWING$ 130. 150 c IGGA-F. DESIGN STANDARDS WITH PROPERLY ATTACMEO RIGID CEILING -- SEE - STATE OF TOT.LD. 55•O PSF O/A LEN. 21-0-8 CONFORM W/APPLICABLE PROVISION$DR NDS C IPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/t/911 FOR PROPER L 0 RID •' SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS 'd. '` IN ONLY, AND SHALL NOT BE RELIED UPON IM ANY OTHER MAY. DESIGN TO THE IRUSS ERECTION CONTRACTOR. INEVF0�,: OUR.FAC. 1 .00 F�-TP - TRUSSPt.ATE NSIIIUf(_ !f" 1991 NAT10MAt_OFSIGM SPECIFICATION FOR")OD fnNSTrn W;T7nN ,,A'HIHt•.P..-`P SPACING 24.0" ITYPF S V 4? J 4- T I F '7 SY42 THIS OWG. PREPARED F NMPUT T A N M T MFR TOP CHORD 4x2 SP f2 N REFER TO DRAWING A150 FOR TYPICAL PLATE LOCATIONS. BOT CHORD 4x2 SP 11 OBnse WEBS 4x2 SP 13 THIS TRUSS SPACED 0 24.00' O.C. IS DESIGNED TO SUPPORT ADDITIONAL CONCENTRATED LOAD AT LEFT ENO FROM 8.00' STUD WALL (13.75 PSF) SUPPORTING 21-04-00 SPAN ROOF TRUSSES • 2x6 13 HEN-FIR OR BETTER CONTINUOUS STRONGBACK. ATTACH WITH 02-00-00 OVERHANG. ROOF LOAD IS 30.00 PSF LIVE AND TO EACH TRUSS WITH 3-10d NAILS. STRONGBACK MATERIAL TO 17.00 PSF DEAD. BE SUPPLIED BY ERECTION CONTRACTOR. NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN. IT CANNOT BE USED CONTRACTORS WARNING: UPSIDE DOWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR. THIS TRUSS IS DESIGNED TO BEAR AND/OR SUPPORT ADDITIONAL LOADS AT SPECIFIC LOCATIONS. PARTICULAR CARE IS ADVISED DURING INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. 1419# �'— 2 6" ----� 1 - 15 7 1 4'7" X4X 0 3X4 3X3 3X34X4 4X4 3X4 3X5 1 8' X X X ( X 15'3" CS 4X4 2X4 rL- 15'7' 15'7 _I R=2263# W=3"8 R=871# W=3"8 TAG - T7 SEG: 74082 PLT. TYP.-ALPINE DESIGN CRIT-TPI OTY = i TOTAL - I REV. 17.2m SCALE -0.3750 ALPINE ENCITEElE0 PRODUCTS. INC. tRUSSES REQUIRE EXIREME CARE 01/27/95 TC LL 40 .0 PSF AEF *I MPOR T AN T 1I*SHALL NOT BE RESPONSIBLE FOR ANY A RN I NG ,N HANQING, ETECi10M AND n {\ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY SPACING. SEE HI0-9! TPI. SEE THIS DESIGN �•I`ttlt' �''•z TC OL 10 .0 PSF OA TE 01/27/95 (L \\UVAVII�\ FAILURE TO BUILD THE TMISS IN CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL S—,'RL PERMANENT SPACING ME _ , - 0\\\\\\/� ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS 5YNEPWISE INDICATED. TOP - - 8C OL 5.0 PSF ORWG AAAS ORB EXCEPT A9 NOTED. APRT CONNECTORS 10 EACH FACE OF ORO SHALL BE Lf.T:afLLY BRACED WITH PROPER . 5606 0 .0 PSF RAG TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LV ATTACHED RYWO"^SHEATHING. BOTTOM CHORD M BC LL CONNECTORS PER DRAWINGS 130. 150 S ISOA-F. DESIGN STANDAP 9 WITH PROPERLY ATTAI�H;O RIGID CEILING --SEE STATE OF = TOT-LO. 55.0 PSF 0/A LEN. 15-7-0 CONFORM W/APRtCABLE PROVISIONS OF NOS G TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FDA PROPER S r,� SEAL ON THIS DRAWING APPLIES TO T1E COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS E0RIO Q OUR.FAC. 1 -00 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. I DESIGN TO THE TRUSS ERECTION CONTRACTOR. ��. INEE4 ' 4fRAf TNR an n• Job: 4- T F715-3-12 SY42 THIS DWG. PREPARED FROM COMPUTER INPUT LOADS rm DIMENSIONS) U M TTE Y TRUSS MFR. TOP CHORD 4x2 SP 11 N REFER TO DRAWING A150 FDR TYPICAL PLATE LOCATIONS. BOT CHORD 4x2 SP 01 Dense WEBS 4x2 SP n3 THIS TRUSS SPACED Q 24,00' O.C. IS DESIGNED TO SUPPORT ADDITIONAL CONCENTRATED LOAD AT LEFT END FROM 8.00' STUD WALL ()3.75 PSF) SUPPORTING 21-04-00 SPAN ROOF TRUSSES + 2X6 13 HEM-FIR OR BETTER CONTINUOUS STRONGBACK. ATTACH WITH 02-00-00 OVERHANG. ROOF LOAD IS 30.00 PSF LIVE AND TO EACH TRUSS WITH 3-10d NAILS. STRONGBACK MATERIAL TO 17.00 PSF DEAD. BE SUPPLIED BY ERECTION CONTRACTOR. NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN. IT CANNOT BE USED CONTRACTORS WARNING: UPSIDE DOWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR. 11115 TRUSS 1S DESIGNED TO BEAR ANO/OR SUPPORT ADDITIONAL LOADS AT SPECIFIC LOCATIONS. PARTICULAR CARE IS ADVISED DURING INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. 141g# 15'3" 12 L r9.6" 1 '8" 4, 1" f2 • 4X !3X4X X 14 X4 X X X 1.4. + 4X X X X -ZX4 OX 8 15'3" 12 4X8 2X4 15312 R=22480 W=3"8 R=856* W=3" PLT, TYP .-ALPINE DESIGN CRIT-TPI OTY - 4 TOTAL - 4 REV, 17.2m B 740 SCA3750 ALPINE ENGINEERED PRaoUCIS. INC. iRUS5E5 REQUIRE EXTREME CAME 01/27/95 T C LL 40.0 PSF REF X IMPORTANT X X SHALL NDT BE RESPORSIOLE FOR ANY A RN I NG !N HANDLING, ERECTION AHq n DEVIATION FROM THIS DESIGN OR MESE 6PEClfICAT10N5, OR ANY GRACING. SEE NI6-9I By IPI. SEE THIS DESIGN dlM TC OL 10.0 PSF DATE 01/27/95 \vA"N FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTSB BY TPI. FDA ADDITIONAL SPECIAL PERMANENT BRACING RE/� ALPINE CONNECTORS APE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENIS. UNLESS OTHERWISE INDICATE(. TOP BC DL 5.0 PSF ORWG AAA6 GR B EXCEPT AS NOTED. APPLY CONECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPERTRUSS AND 1NLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHEO PLYWOOD SHEATHING, BOTTOM CHORDBC LL 0./0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE - TOT.LO. 55.V PSF 0/A LEN. 15-3-1CONFORM W/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL LIPOATE 17/1/110 FOR PROPER „ n i .o0SfAL ON TNIS ORAM(NG APPLIES 10 nrt COMPONENT DEPICTED HERE ORYYALL APPLICAIION. FIMNISN A COPY DF THISDAJF1 FAC•IN ONLY, ANO SHALL NOT BE RELIED tWON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONNTRACTOR. �`• TRAR q ATf /N[11tI HT[ NnC tn^1 N.nnHu nF<,r.N.�[rr tr.T.n. [ n Wynn r N+..,. '' ,,...,,• SPACTMA ?A (1” lTvnr S V 4? Job: (4-3609) LOT F8 V8 SY42THIS OWG. PREPARE FROM-COMPUTER T OADS & DIMENSIONS) SUBM TT Y TRUSS MFR TOP CHORD Axl SP /2 N REFER TO DRAWING A150 FOR TYPICAL PLATE LOCATIONS. BOT CHORD 4x2 SP 02 N WEBS 4x2 SP 63 THIS TRUSS SPACED 0 24.00' O.C. 1S DESIGNED TO SUPPORT ADDITIONAL CONCENTRATED LOAD AT LEFT ENO FROM 0.00' STUD WALL 113.75 PSF) SUPPORTING 02-00-00 SPAN ROOF TRUSSES NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN. lT CANNOT BE USED WITH 01-00-00 OVERHANG. ROOF LOAD IS 30.00 PSF LIVE AND UPSIDE DOWN, TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR, 17.00 PSF DEAD. CONTRACTORS WARNING: ATISPECIFICILOCATIONS PGNED ARTTICULAR CAREBEAR AND/OR SIISS ADVISEDORT IDURING LOADS INSTALLATION TO ENSURE THAT THIS TRUSS IS ERECTED PROPERLY. 432# -� _F (R X vv r, V92 r. 3XX �_ 1 -a- ----I Ra507i W-3"8 R-1080 Wa3" P�T,aTYP.-ALPINE DESIGN CRIT=TPI OTY = 8 TOTAL - 8 REV. 17.2m LE74 SCA095000 ALPINE ENGINEEREO PRODUCTS, INC. TRUSSES REWIRE EXTREME CARE 01/27/95 TC LL AO .O PSF REF 2 X I MPOR T ANT X*SHALL NOT BE RESPONSIBLE FDR ANY WARNING IN HAMMING., EREC110N AND n(�\\jV� DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE 410-61 6Y IPI. SEE THIS DESIGN �`,`11j1j I''� TC OL 10.0 PSF DATE 01/27/95 ^ �1 FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH OS1BS BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE - • V� a •� O\\\\\VCU" ALPINE CONECIOPS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TDP - BC DL 5.0 PSF ORWG O A446 GR 6 EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHARD SHALL BE LATERALLY BRACED WITH PROPER - TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LV ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD M5606 BC LL 0.0 PSF R A G CONNECTORS PER DRAWINGS 130. 150 S 1604-F. DESIGN STANDARDS WITH PROPERLY AF14CHED RIGID CEILING -- SEE - STATE OF - TOT.L D. 55.0 PSF 0/A LEN. 1-8-0 CONFORM W/APPLICABLE PROVISIONS OF NOS S IPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/91) FOR PROPER C O R10* '= SEAL OM THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS ��{,Re,Q'�� OUR,FAC. 1 .00 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN 10 THE IRUSS ERECTION CONTRACTOR. INE Elp• OU A. AC � n•• r A'1 Job• 4- T F9 3-8-6 Y4 GIRDER THIS OWG. PREPARED FROM OMP T INPUT_ (LOADS MEN IONSI SUBMITTED BY TRUSS MFR. TOP CHORD 1x2 SP 12 N REFER TO DRAWING A150 FOR TYPICAL PLATE LOCATIONS. 80T CHORD 4x2 SP 12 N WEBS 4x2 SP 13 NOTE: THIS TRUSS MUST BE INSTALLED AS SHOWN. IT CANNOT BE USED UPSIDE DOWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR. SPECIAL LOADS -------------------------------------------------- TC - From 110 PLF at 0.00 to 440 PLF at 3.71 SC - From 1t PLF at 0.00 to 11 PLF at 3.71 � 1 .7M8 1 ,7"8 X5 c4 1 (4 3x T T ' �x4y a • Q Q L_ 8' 3'8"8 X4 2X-0 R=833# W=3" R=833# W=3" PIAT.=TYP.—ALPINE DESIGN CRIT=TPI OTY - 1 TOTAL - 1 REV. 17.2m SEAL 740 5000 ALPINE ENGINEEREO PRODUCTS. INC. IRUSSES REQUIRE EXTREME CANE 01/27/95 TC LL SIO.O PSF REF t IMPGRTANT 1E 1E sNALL NOT BE RESPONSIBLE FOR ANY PRARN I NG IN HANDLING. ERECTION ANDDEVIATION FROMTHIS DESIGN OR THESE SPECIFICATIONS, OR ANY SPACING. SEE HIB-91 BY TPI. SEE THIS DESIGN ��I� 1TC DL 1O.0 PSF DATE 01/27/95 FAILUK TO BUILD THE IAMB IN CONFORMANCE WITH OSIBS BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ALPINE CONNECTORS ARE MADE OF 20GA MY. STEEL MEETING ASTM OUIREMENTS. UNLESS OT1ERWISE INDICATED, IOP - BC DL 5.0 PSF DRWG NAB GN B EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SMALL BE LATERALLY BRACED WITH PROPER - - IMAS AND UFAESS 011ERWISE LOCATED ON THIS DESIGIL POSITION LY ATTACHED PLVWGQD SHEATHING, SOIIGN CHORD 5606 BC LL 0.0 PSF RAG CONNECTORS PER DRAWINGS 130. ISO 9 ISOA-F, DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING --SEE STATE OF - TOT.LD. 55.0 PSF 0 R10� /A LEN. 3_8_8 CONFOM W/APPLICA9LE PROVISIONS OF NOS 9 IPS. AN ENGINEER'S ALPINE TECHNICAL UPDATE 0/1/911 FOR OPER 0 SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. F401NISM A COPY OF THIS Q �� OM,FAC. 1 .00 IN ONLY, AND SHALL NOT BE FIELSE0 UPON IN ANY OTHER MAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR, IN ,.`` cnnr•rTr �A 0* ,.r r v A7 i � lFl • 1n. n 'IF 1411 Ht.•i� .— 5n... ....1 n.�r iN^ '. ll' .r..i '• . ��•. r Simpson Strong-Tie Simpson Strong-Tit INSTALL"ALF Or FASTENERS B EACH OtSTKL HKf 6 leA ENO Or STRAP fA$rrNtI S 1 EACH CMO lIf STRAP III X6614-lM EACH m M�ot�4oCONN. UPLIFT COBRI iJPl.1FT"isle t0�1 (2) NTSi2 20001 U3 n6 T 1J �TTrA l�J1.�55 NMt2 -im on romp- to inpson romp- 1t { HI I H O ` iKl 1MO.S TO a LOv lNOOWI TAL T13 Hl I T15 H10 n ar ices t-1a I H1 ttSOtli iRUSi tGlB s-1a H MAS M i H1 ( H10 14-104 1Od T12 H1 1 n !PLT Nin OR WSANE SIZE l fAu1C SCAR tttt{-iM ('tip N TO TACK SIDE t4•LOMG ^v n Y/ IM 1!•O.C. T17 HANGER DOWNLOAD UPLIFT UPLIFT TC24 590! Tl4 a^ HUS26 27518 12861 H1 LOADS TC26 7408 1 T11 rQ` N BRACING SCt20U.E WINO SPEED OASCO ON 100 MPN VJ w�V mC4 VERs It?LENGTH G PINE 1•-i!•!%6 Al W. PIIS/i!1 !9 K$0. FINE IN % � • 4 lt'/'T ejO 1!•-II•!K0 R ZD. PINE/(!) !R4 R!SO. PINE `\\�.1 `f'�r•/� BRACING N-t O OPT, 124 TOE(MILS 1 0'O.C. STAG, \ O_r 114G &tJN IBa a e O.c. rI4 O.C. v __7110 (�+ GABLE MOTE BRACING rR01 TOP TO SOT TOM !%4 OUTLOOCERS TVP. (VTS � f•.J �� 'O rARIEy U3 T6 EDMTitum VAVWt F 1 1— n \ d A REFER TO LAY010 fact or G 12 R. t 1 71 OF GIRDER. \� �J e tT MAX ) T 1 m � m !•ROT IN NAZI! nA T.TOP C1OR0 v f• OOtTON CMRO m F4 It, 10' EV.1.m/mm"T�E5PON5+>Dl.tt T s W". W*ff%N UiN.Oid>r FGR " � COMPLETE NSTA.I.AMm C#1DE m. I !LL tJH.S fO OG SJ'Pi.Ep dY DI�.f7EK. ••�' ww z v� vi A5 aaWMrsr MRV ROOF FRAMING PLAN o LOCAf MOfCOWCfM. NOT TO SCALE sHEET MffxTna nGKAwt�i'.l5FGR PKaU 710155 KAaACW"ff0V M 2 E 4897 G UDNDIK TKLM5. n F z Job: -3649 OT 6- T 'O HIP 6-2- THIS DWG. PREPARE FROM_COMPUTE Rj NPUT (LOADS M ONS) SUBMITTED BY TRUSS MFR.. TOP CHORD 2x4 SP 02 N BEARING BLOCKS: NAIL TYPE: 0.131x3.0 -hails BOT CHORD 2x6 SP #2 N :82 2x6 SP 01 N: BRG X-LOC #BLOCKS LENGTH/BLK NAILS/BLK WEBS 2x4 SP #3 1 20.708' 1 12" 10 NOTE: FOR ADDITIONAL DETAILS REFER TO DRAWING 8139. BEARING BLOCK TO BE SAME .SPECIES. SIZE & GRADE AS CHORD. PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. UPLIFT (LB): 970 1430 DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. BRG.LOC (FT): 0.00 20.71 UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. RECOMENDED CAMBER 3/8' AT MIDSPAN BETWEEN BEARINGS. WIND SPEED - 100.00 MPH. MEAN HEIGHT - 15.00 FT. ENCLOSED OR FULLY OPEN BUILDING (SBC) . A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. --------------------------------------------------------------- MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (+)-Gravity (-)-uplift Wxx UPLIFT xWx xxx HANGER xxx H5 - -455#(JeCkS Only) HUS26 - + 27510 -1286#(100 iply) MTS12 - -1000# I HUS26 - + 33150 -1550#(160 (ply) MTS12 - -20000(2 Each) I HHUS48 - + 42990 -1660#(100 2ply) MTT28B - -3786#(2 Each) (10d)I NHUS48 - + 5180# -2000A(16d 2ply) MTT28B - -4455#(2 Each) (16d)l HGUS48 - + 6640# -21990 10d 2ply) NST60 - -4688#(Per 2ply) HGUS48 - + 80000 -2650# 16d 2p1yl CS15O - -1650#(Each) I HGUS5.5- +11335# -3945#(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS SPECIAL LOADS ----------4--------------------------------------- TC - From " 74 PLF at -2.13 to 74 PLF at 11.00 ��--- 21 ' TC - From 146 PLF at 11.00 to 146 PLF at 14.79 TC - From 74 PLF at 14.79 to 74 PLF at 23.13 1 5 X 3 BC - From 20 PLF at 0.00 to 20 PLF at 11.00 BC - From 244 PLF tr ted L to 244 PLF at 21.00 6 , 2 f1 8 8 • 7 II 6 , 2 11 6 BC - 881 LB Concentrated Load at 11.00 C7 j3 BC - 436 LB Concentrated Load at 14.79 5X10 4X5 5XIO T p 3X4 3X4 3'5 5X I (A4j4� 5 5X4A4 3 1 . 5X3 6X6 4X5 5X 6X6 1 . 5X4 -�8 3X8 B2 21 ' R=2306# W=3 " B �1f R=3804# W=3 "B PLT. TYP.-ALPINE DESIGN CRIT-TPI OTY a I TOTAL - 1 REV. 17.2m SCAL 74Q11875 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REOUIRE EXTREME CARE 12/01/95 TC LL 30.0 PSF REF o *IMPORTANT**SHALL NOT BE RESPONSIOLE FOR ANY ARNING IN HANDLING, ERECTION AND 7.0 n 1\ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIS-91 BY TPI. SEE THIS DESIGN "%0vi' I fT�� TC OL / •0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE - • V - O\\\\\`/N ALPINE CONNECTORS ARE MAGE OF 200A GAL V. STEEL MEETING ASTM OUIREMENT$. UNLESS OTHERWISE INDICATED. TOP - BC OL 10.0 PSF ORWG AI46 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER TRUSS AND UNLESS OTHERWISE LOCATED ON THIS OESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD 6 r BC LL 47.0 f0.0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 S 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING •- SEE - STATE OF . TOT.LO 4 7•0 PSF 0/A LEN. 21-0-0 COAiORM r/APPL{CABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR DROPER O R10� SELL ON PHIS DRAWING APPLIES 10 fit COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS Q � 0L1R.FAC. 1 .33 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN TO THE.TRUSS ERECTION CONTRACTOR. thE�.Y``c•� .__in• rn•ec a.x ucnu•Tc unc .�. uArmuu nce.ru ar•rnrrrAnnN rnn Nrnn rr•rcTra^rtn• i ••. • SPACTNr. 24 (l" T,-nr h i nS Job: (5-3649) T 66- T HIP 6-2-8 THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SU MITT Y TRUSS MFR TOP CHORD 2x4 SP #2 N BEARING BLOCKS: NAIL TYPE: 0.131x3.0 J181I8 BOT CHORD 2x6 SP #2 N :B2 2x6 SP 01 N: BRG X-LOC #BLOCKS LENGTH/BLK NAILS/BLK WEBS 2x4 SP #3 1 20.708' 1 12' 10 NOTE: FOR ADDITIONAL DETAILS REFER TO DRAWING 8139. BEARING BLOCK TO BE SAME,SPECIES, SIZE 6 GRADE AS CHORD. DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. RECOMENDED CAMBER 3/8' AT MIDSPAN BETWEEN BEARINGS. A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. SPECIAL LOADS ------------------------=------------------------- TC - From 74 PLF at -2.13 to 74 PLF at 11.00 + 0960 + TC - From 146 PLF at 11.00 to 146 PLF at 14.79 TC - From 74 PLF at 14.79 to 74 PLF at 23.13 BC - From 20 PLF at 0.00 to 20 PLF at 11.00 BC - From 244 PLF at 11.00 to 244 PLF at 21.00 BC - 881 LB Concentrated Load at 11.00 BC - 436 LB Concentrated Load at 14.79 21 ' �---6-2-8 8 17X 3 = -6-2-8 ----� 5X10 4X5 5X 0 r` 3X4 3X4 ul 6 p 5X4 (A4) 5X4 (A4) rn 5X4 (A4) X4 (A4) 1 . 4X 82 X 3X8 1-2' 21 2' 11 ' --3'9"8 --- --6'2"8 R=2306# W=3"8 8810 4360 R=3804# W=3"8 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY 1 TOTAL - 1 REV. 17.2m SCALE74S1 500 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t *IMPORTANT*11 SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING, ERECTION ANODEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIS-91 BY TPI. SEE THIS DESIGN YTTj111jTC OL / .0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ` f •� - ALPINECONNECTORSARE MADE OF 20GA GALV. STEEL MEETING A57M OUIREMENTS. UNLESS OTHERWISE 1N0[CATEO, TOP - BC OL 10 •0 PSF ORWG AAAS GR S EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER -TZS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN, POST71ON LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD 5606 sBC LL 0•0 PSF RAG CONNECTORS PER DRAWINGS 130, 150 G 1GOA-F. DESIGN S7ANOARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF TOT.LD. 47.0 PSF 0/A LEN. 21'0-0 CONFORM W/APPLICABLE PROVISIONS OF NOS t TPI. AN ENGINEERS ALPINE TECHNICAL UPDATE 17/3/911 FOR PROPER C Q p10 SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS ��..,,FF e• JOUR.FAC. IN-04LV.' AND ('SHALL NOT BE RE*IEO UPON •IINN ANY MOTHER'WAY. ^•,•'DESIGN TOfTHE TRUSS ERECTION CONTRACTOR. ',INEE0,.•' GPnrTNTr. 7/1 n� •�� ETTCI� Job: 5-3649 LOT 66-1 T3 1 1 '0" T.H.E. THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS IME ISUBMITTED Y TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) BOT CHORD 2x4 SP 02 N UPLIFT (LB): 450 300 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 10.75 ' TRUSS DESIGNED FOR 100 MPH WIND 15.00 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. --------------------------------------------------------------- 01 HIP DESIGNED TO SUPPORT 05-06-00 JACKS WITH NO WEBS. TYPICAL SIMPSON OR EOUAL UPLIFT/HANGER REQUIREMENTS (+)-Gravity (-)-Uplift A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24.00" O.C. --------------------------------------------------------------- MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. W** UPLIFT *** I *** HANGER *** H5 - -4550(Jacks Only) I HUS26 - + 27510 -12860 41Od 1ply) MTS12 - -10000 1 HUS26 - + 33150 -15500(16d 1ply)) MTS12 20000(2 Each) I HHUS48 - + 42990 -16600 10d 2ply) MTT28B - -37860(2 Each) (10d)I HHUS48 - + 51800 -20000 16d 2ply)) MTT28B - -44550(2 Each) (1601 HGUS48 - + 66400 -21990 10d 2plyl MST60 - -46880(Per 2ply) I HGUS48 - + 80000 -265001i6d 2ply CS150 - -16500(Each) I HGUS5.5- +113350 -39450if6d 3ply --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT MANGER DETAILS dRbVIDE HANGER AT RIGHT ENO OF TRUSS FOR U20.99I LBS. �----- 5'6" -�- 5'6" 4X4 m m 6 p 2X4 (A1) X4 (A1) 41 X4'3 1.2 �-2' 11 ' k -- 5'6" 5'6" R=10191! W=3"8 -EtEMN R-8210 W=3" PLT. TYP3-ALPINE DESIGN CRIT=TPI OTY - 1 TOTAL 1 REV. 17.3t OLE27005000 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CATS 12/01/95 TC LL 30.0 PSF REF *IMPORT ANT XIE sHALL 401 BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECIIOM AND I\ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING, SEE NIB-91 BY TPI. SEE THIS DESIGN �`'' ' TC OL 7 .0 PSF DATE 12/01/95 FAILURE 10 BUILD THE TRUSS 1N CONFORMANCE III IH OSTBB BY TPI. FOR 40011IONAL SPECIAL PERMANENT BRACING RE - , ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM QUIRE14ENTS. UNLESS OTHERWISE INDICATED. TOP - BC DL 10.0 PSF DRWG NO O A446 GR B EXCEPT AS TED. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHINi, BOTTOM CHORD - �606 O.O PSF MSK BC LL (� CONNECTORS PER DRAWINGS 130, 150 6 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED 141010 CEILING-- SEE - STATE OF TOT.LO. 47 .0 PSF 0/A LEN. 1-0-0' CONFORM W/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER O RTO► P i SEAL ON THIS DRAWING APPLIES 10 INE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS �.,C,Q �� OUR.F AC. 1 .33 IN ONLY. AND SMALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN TO THE TRUSS ERECITON CONTRACTOR. INEER`',,� C�Ff,C=fA,•AN. .,w „ . „ , SPArTNr. SFF nRf1VF T• �, rn�+N Job: 5-3 4 OT 66-1 T4 6-2-8 MONO GIRDER THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED Y TRUSS MFR.. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x6 SP 01 N UPLIFT (LB): 310 420 WEBS 2x4 SP #3 BRG.LOC (FT): 0.00 5.96 TRUSS DESIGNED FOR 100.00 MPH WIND• 15.00 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- THIS GIRDER DESIGNED TO CARRY 11-00-00 TRUSSES FRAMING TO TYPICAL SIMPSON OR EOUAL UPLIFT/HANGER REQUIREMENTS BOTTOM CHORD FROM ONE SIDE AND 02-00-00 FRAMING TC/BC SPLIT (+)-Gravity (-)-Uplift FROM OTHER SIDE. ------------------------- ------------------------------------- WWx UPLIFT MrWI mom HANGER *mm A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. H5 -455#(JackS Only) HUS26 - + 2751/ -12860(10d 1plyl MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MTS12 - -10000 HUS26 - + 33150 -1550: 16d Iply) MTS12 - -2000#(2 Each) HHUS48 - + 4299: -1660: 10d 2ply MTT288 - -37860(2 Each) 1100) HHUS48 - + 5180: -2000: 16d 2ply MTT28B - -44550(2 Each (l6dl HGUS48 - + 6640: -2199: 10d 2ply MST60 - -4688#(Per 2ply) I HGUS48 - + 8000: -2650: 16d 2 I CS150 - -1650#(Each) I HGUS5.5- +11335: -39450(16d 3ply --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE HANGER AT RIGHT END OF TRUSS FOR 881.34 LBS. 12X22X2 �` in m 3X4 (Al) 4'3 8' .i 6'2"8 1 .5 4 R=973# W=3"8 R=881# W=3" PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY = i TOTAL = 1 REV. 17.2m SCALE7-0.5000 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t MIMPORTANT**SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION AND DEVIATION FROM THIS DESIGN OR /HESE SPECIFICATIONS, OR ANY BRACING. SEE HIO-91 BY TPI. SEE THIS DESIGN Y` us ., TC OL 7•0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WIT"OSTBa BY TPJ FDR ADDITIONAL SPECIAL PERMANENT BRACING RE `ALPINE CONNECTORS ARE MADE OF 206A GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS 07HERWISE INDICATED, TOP - - 8C OL 10•0 PSF ORWG A446 OR 8 EXCEPT AS NOTED APPLY TO EACH FACE OF SHALL BE LATERALLY ACED WITH PROPER TRUSS AND UNLESS OTHERWISE LOCATED ONETHIS SDESIGN. POSITION LMOATIACHEO PLYWOOD SSHEATHHIING. BOTTOM CHORD M�6 BC LL 0•0 PSF RAG CONNECTORS PER DRAW/NGS 130. 150 C /SOA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING --SEE - STATE OF TOT,LD. 47 0 PSF 0/A LEN. 6-2-8 CONFORM W/APPLICABLE PROVISIONS OF NOS G TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER IO OTO, p; SEK ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS Q � DUR.FAC. IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY. OESTGN 70 THE TRUSS ERECTION CONTRACTOR. INEE�',.`�` SP4f'TNh SFF ARnVF IT,,nr 4PFr Job: 5- 49 T 6- T6 11 '0" T.H E. THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS OIMENSIONS)_SUBMITTEO BY TRUSS MFR. TOP CHORD 2x4 SP 12 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) BOT CHORD 2x4 SP :2 N UPLIFT (LB): 490 340 WEBS 2x4 SP :3 BRG.LOC (FT): 0.00 10.75 TRUSS DESIGNED FOR 100 MPH WIND. 19.22 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. -------------------------------------------------------------- :1 HIP DESIGNED TO SUPPORT 05-06-00 JACKS WITH NO WEBS. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (+)-Gravity (-)-Uplift A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24.00" O.C. -------------------------I------------------------------------- MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. xx* UPLIFT mm* I *** HANGER *** H5 . -455:(Jacks Only) 1 HUS26 - + 27511 -12860(10d (ply MTS12 - -10001 1 HUS26 - + 3315/ -15504 16d (ply MTS12 - -2000:(2 Each I HHUS48 - + 42991 -16601 10d 2ply MTT288 - -37861(2 Each (10d)I HHUS48 - + 5180: -2000:(16d 2ply) MTT288 - -4455:(2 Each (16d)1 HGUS48 - + 66401 -21990(10d 2ply MST60 - -46881(Per 2ply) I HGUS48 - + 80001 -2650:(164 2ply CS150 - -16501(Each) I HGUS5.5- +113351 -39451(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFj/HANGER DETAILS AR61 .5 LBS. 5'6.1 — .�. 5-6N i 4X4 m s m T m 617 T 2X6 (B2) X6 W) ' 6"3 tj /}� 17-7- 2X4 7"X4 �---2' 11 5'6" 5'6" -� R=1014# W=3"B R=826* W=3" 18 PLT. TYP—ALPINE DESIGN CRIT=TPI OTY - 2 TOTAL 2 REV. 17.3t SCALE270P5000 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t *IMPORTANT#*SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION ANO DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN - �11j'NNNN TC OL 7.0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH GST86 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE \ � ,�ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM GUIRE"ENTS. UNLESS OTHERWISE INDICATED. TOP - BC DL 10 .0 PSF DRWG A446 GR 8 EXCEPT AS NOTEO. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - IRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD *5606 BC LL 0 .0 PSF MSK CONNECTORS PER DRAWINGS 130. 150 C ftiOA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE TO .LD. 47•O PSF 0/A LEN. 11-0-0' CONFORM M/APPLICABLE PROVISIONS OF NOS C IPI. AN ENGI/NEER'S ALPINE TECHNICAL UPDATE I7/1/911 FGR PROPER r'1 < BE AL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS 0A1C Q � DUR.FAC. 1 .33 IN ONLY. ANO SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. ".-._TpI_. TMAS Pi ATF INSTITIITF_NOS - i - INEE� SPACTNG SEE ABnVE Terns: COMN _- _ 994 NATTONAI OFSJGN_vwr.TFTr ATyn F(1P WP? CANSTMH'TTON ','A••lll�•.1\\\\ Job: 5-3649 LOT 66- T7 7'0 MONO GIRDER THIS DWG. PREPARE FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED Y TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x6 SP 01 Dense UPLIFT (LB): 200 240 400 530 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 6.75 TRUSS DESIGNED FOR 100.00 MPH WIND, 19.51 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- THIS GIRDER DESIGNED TO CARRY 11-00-00 TRUSSES FRAMING TO TYPICAL SIMPSON OR EOUAL UPLIFT/HANGER REQUIREMENTS BOTTOM CHORD FROM ONE SIDE AND 02-00-00 FRAMING TC/BC SPLIT -------------------(+)-Gravity (-)-Uplift FROM OTHER SIDE. --------------------------------- 9)1* UPLIFT rrrI rxw HANGER rrx A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. H5 -455#(Jacks Only) HUS26 - + 27510 -12860(10d 1ply)) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MTS12 - -10000 1 HUS26 - + 33150 -15500(16d 1ply) MTS12 - -20000(2 Each) I HHUS48 - + 4299# -16600(IOd 2ply MTT288 -3786#(2 Each) 10d)I HHUS48 - + 51800 -2000006d 2oly MTT28B = -4455#(2 Each) 116d I HGUS48 - + 66400 -21990(10d 2ply MST60 -4688#(Per 2ply) I HGUS48 - + 80000 -26500(160 2ply CS15O - -1650#(Each) I HGUS5.5- +113350 -3945#(16d 3ply -- ----------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE HANGER AT RIGHT END OF TRUSS FOR 999.81 LBS. 2X2 6 p E*1 0 v 3X4 (A i) � 2 17'7" 7, R=1091# W=3"8 R=1000# W=3" TA T116 SED: 74108 PL TY .—ALPINE DESIGN CRIT=TPI QTY i TOTAL - i REV. 17.2m SCALE -0.5000 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REOUIRE EXTREME CARE 12/01/95 TCL L 30 .0 PSF REF *IMPORTANT**SHALL NOT DE RESPONSIGLE FDR ANY WARNING IN HANDLING. ERECTION AND n \ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE Hla-91 BY TPI. SEE THIS DESIGN 7.0 11j1�11 f�Yi� TC DL / .0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBa BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE - ` a ALPINE CONNECIORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM GUIREMENTS. UNLESS OTHERWISE INDICATED. TOP - - BC DL 10•0 PSF ORWG 0 A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - - /+ TRUSS AND IMILESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD X5606 r BC LL 0.0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF _ TOT.LO. 4 7•O PSF 0/A LEN. 7-0—0 ' CONFORM W/APPLICABLE PROVISIONS OF NOS i TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/91) FOR PROPER con lB� P` 5Eµ ON THIS GRAVING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICAItCH. FURWISH A COPY OF THISp�Q � OUR.FAC. 1 .33 IN ONLY, AND PULL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. WEE" ��`` _fro. _ .� ",.11 1. I111 w . 1-1 ...11a oael anvrwlrA ,� n rn.am„�T ", SPAR TNR; SFF ARnVF T1•nr SPFr J on: (5-3649) LOT 66-1 T8 ,4 HI 7 THIS DWG. PREPARED FROM COMPUTER IN T (LOADS DIMENSIONS SU M TTEO BY TRUSS MFR, TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x6 SP #2 N UPLIFT (LB): 1070 970 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 21.04 ` TRUSS DESIGNED FOR 100.00 MPH WIND. 19.59 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. TYPICAL SI14PSON OR EQUAL UPLIFT/HANGER REOUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)Gravity (-)-Uplift SPECIAL LOADS xWW UPLIFT x1111 I R,trx HANGER rxtl -------------------------------------------------- H5 . -455#(Jacks Only) I HUS26 - + 2751f -1286#((fOd 1ply) TC - From 74 PLF at -2.13 to 74 PLF at 7.00 MTS12 - -1000# I HUS26 - + 3315f -15500 16d 1ply) TC - From 161 PLF at 7,00 to 161 PLF at 10.67 MTS12 -2000#(2 Each) I HHUS48 - + 4299# :1660f 10d 2ply TC - From 74 PLF at 10.67 to 74 PLF at 23.46 MIT28B - -37860(2 Each) (i0all HHUS48 - + 5180/ -2000# 16d 2ply# BC - From 20 PLF at 0.00 to 20 PLF at 7.00 MTT288 - -44550(2 Each (16d)I HGUS48 ■ + 66400 -21990110d 2ply) BC - From 45 PLF at 7.00 to 45 PLF at 10.67 MST60 - -4688#(Per 2ply) ( HGUS48 - + 80000 -26500(16d 2ply)))))) BC - From 20 PLF at 10.67 to 20 PLF at 21.33 CS150 - -1650#(Each) 1 HGUS5.5- +11335# -39450(16d 3ply) BC - 576 LB Concentrated Load at 7.00 --------------------------------------------------------------- BC - 1000 LB Concentrated Load at 10.67 REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS �. 21 '4" -Ij '-- 7 }- -7-4" �- 7' — -� 4X I 5X38 m 1.5X3 1.5X3 O 6 P7- Q _ 3X7 (81) X4 4X X1 3X4 X7 (B 1) 6'3 17'7" 2' �• 21 -4" ----I 2 L 7' ----�--3'8" _ 10'8" R=2287f# W=3"8 576# 1000# R=2011# W=3"8 PLT. TYP.-ALPINE DESIGN CRIT-TPI OTY m i TOTAL - i REV, 17.2m S ALE740�2500 7 T ALPINE ENGINEEREO PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30.0 PSF REF t XIMPOR 1AN 1*jfSMALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION ANODEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIS-91 BY TPI. SEE THIS DESIGN "TT'to ITC OL 7•0 PSF DATE 12/01/95 ^ FAILURE TO BUItO TME TRU55 IN CONFORMANCE M11H OSTBB BY TPR. FOR ADO1110NA1 SPECIAL PERMANENT �iACING i `\\\\\ ALPINE CONNECTORS ARE'"ADE OF 20GA QALY. STEEL MEETING ASTM OUIRE"ENTS, UNLESS OTHERWISE INDICATED. TOP - - BC OL 10•0 PSF ORWG 0,446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TD EACH FACE OF CHORD SMALL BE LATERALLY BRACED,WITH PROPER TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD x56D5 - BC LL 0.0 PSF RAG CONNECIOIS PER DRAWINGS 130, 150 L 160A-F, DESIGN STANDARDS WITH PROPERLY ATTACHEO A1610 CEILING -- SEE - STATE O TOT.LD. 47.0 PSF O/A LEN. 21-4-0' CONFORM W/APPLICABLE PROVISIDNS OF NDS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER L %, SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED MERE DRYWALL APPLICATION. FURNISH A COPY OF THIS �. Q � Dl1R.FAC. 1 •33 IN ONLY, ANO SHALL NOT 6E RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. �H INEEI�A•` ._. ...._�,,.... ......r ., - . . .,.,1.,..., 11-� 1�,1,�.,, N gym,v�� ^•R1YfT, .. SPAT TNR 24 0' JT,,nC7 HTPS Job: 5-3 49 LOT 66- T9 -4 Hig g THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS DIMENSIONS) M TT 0 BY TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 02 N UPLIFT (LB): 650 640 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 21.04 TRUSS DESIGNED FOR 100.00 MPH WIND. 20.09 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . -------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REDUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)=Gravity (-)=Uplift -------------------------'------------------------------------- MWW UPLIFT Illy I xMM HANGER MMk H5 -4550(Jacks Only) I HUS26 = + 27510 -1286# Od 1p1y) MTS12 = -10000 1 HUS26 = + 33150 -15500(16d 1ply� MTS12 -20000(2 Each) I HHUS48 = + 42990 -16600 10d 2ply MTT28B - -37860(2 Each) 00d)I HHUS48 - + 51801 -20000 16d 2ply) MTT288 -44550(2 Each) (16d)I HGUS48 = + 66400 -21990(10d 2ply) NST6045880(Per 2ply) 1 HGUS48 - + 80000 -26500 16d 2ply) CS150 -16500(Each) 1 HGUS5.5= +113350 -39450 16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS �-9 win 3'4" --in 9' ----� 4X 4X5 R) T m 1.5X3 1 .5X3 O 6 P- 6'3 (B 1) X4 (81) 6 3 4 3X 17'7" 3X4 21 4 —L 2• .� R=1155# W=3"8 R=1155#1 W=3"8 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY i TOTAL - 1 REV. 17.2m OLE7-012500 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t xIMPORTANTxx SHALL NOT BE RESPONSIBLE FDR ANY ARNING TN HANDLING. ERECTION ANDDEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIO-91 BY IPS. SEE THIS DESIGN A, �� TC DL 7.0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH QST88 BY TPI FOR ADDITIONAL SPECIAL PERMANENT BRACING RE `ALPINE CONNECTORS ARE MADE OF 206A GALY. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TDP _ BC OL 10 •0 PSF DRWG A446 GR 6 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL 8E LATERALLY BRACED WITH PROPER - 5606 _ TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD I, BC LL 0.0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 6 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE of _ TOT.LD. 4 7•0 PSF 0/A LEN. 21-4—a CONFORM /APPLICABLE PROVISIONS OF IDS 6 TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/911 FOR PROPER L 0 RIOT P SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS Q �� OUR.FAC. 1 .33 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN 10 THE TRUSS ERECTION CDNTRAC70R. INEE�'•�` rnr rv• n, nnnr Wn9 = rnn, WITI1 A' ro'�•r.W .. _ GPArTNIr. ?A n r �r {-ITr3l; Job: 5-364 LOT 6-1 T10 1 '4 COMMON THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 02 N UPLIFT (LB): 650 640 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 21.04 TRUSS DESIGNED FOR 100.00 MPH WIND, 20.51 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)"Gravity (-)=Uplift -------------------------=------------------------------------ xxx UPLIFT xxx I xxx HANGER xxx H5 = -4550(Jacks Only) I HUS26 = + 27510 -12860(1Od 1ply) MTS12 -10000 1 HUS26 - + 33150 -15500(16d 1ply� MTS12 = -20000(2 Each)) I HHUS48 = + 42990 -16600 10d 2ply MTT28B = -37860(2 Each) (10d)I HHUS48 - + 51800 -2000 16d 2ply) MTT28B -44550(2 Each) (1601 HGUS48 - + 66401 -21990 10d 2ply) MST60 - -46880(Per 2ply) I HGUS48 - + 80000 -26500 16d 2ply) CS150 -1650#(Each) I HGUS5.5- +113350 -39450(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 10'8" 108" 4x4 E'7 1 .5X3 1 .5X3 6 F,, Ln _ 3X4 (B1) X4 (B1) 6 3 X4 X �17'7" 21 '4" 2' -+ R=1155# W=3"8 R=1155;8 W=3"8 TAG = T19 SED: 74015 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY - .2500 lEIMPORTANTX)E ALPINE ENENGINERREDD PRODUCTS. INC. TRUSSES REQUIRE EXTREME CAR 12/01/95 TC LL 30 .0 PSF REF t ARNING IN HANDLING. ERECTION AND ,E [� �jOEVIA110N FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN e..rN'.E TC DL 7•0 PSF DATE 12/`�1/95FAILURE TO BUILD THE TRUSS IN CONFORMANCE "ITH GSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE 11ALPINE CONNECTORS ARE "ADE OF 20GA GALV. STEEL MEETING ASTM GUIREMENTS. UNLESS OTHERWISE INDICATED. TOP _ - BC DL 10 •0 PSF DRWG A445 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - _ TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHOWBC LL 0.0 PSF RAG CONNECTORS PER DRAWINGS 130, 150 G IS9A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE _ TOT.LO. 47.0 PSF 0/A LEN. 21-4-0' CONFORM W/APPLICABLE PROVISIONS OF NDS G TPI. AN ENGINEER'5 ALPINE TECHNICAL UPDATE (7/1/911 FOR PROPER �.SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS DUR.FAC. 1 33 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. TIESTI. TRUSS ERECTION CONTRACTOR. .�,. . SPArTNr, a4 n" T..nr rnMN JOb: -3 49 T 6- T11 21 '4 COMMON THIS OPG. PREPARED FROM OMPUTE NPT L AD DIMENSIONS) MITTE Y TRUSS MF TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 02 N UPLIFT (LB): 650 480 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 21.04 TRUSS DESIGNED FOR 100.00 MPH WIND, 20.51 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)-Gravity (-)-Uplift RMR UPLIFT IIIb I MMM HANGER MMM H5 = -455:(Jacks Only') HUS26 - + 27510 -12860(lOd /ply MTS12 - -10000 1 HUS26 - + 33150 -1550/ 16d 1ply MTS12 - -20000(2 Each) I HHUS48 - + 4299# -16600 !Od 2ply MTT288 - -3786:(2 Each) 10d)I HHUS48 - + 5180# -20001 116d 2ply MTT26B -44550(2 Each) �16d)I HGUS48 - + 66400 -2199:(10d 2ply MST60 - -4688#(Per 2ply) i HGUS48 - + 80000 -2650#(16d 2ply CS150 -15500(Each) I HGUS5.5- +11335: -39450(16d 3ply --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS �-- 10'8" — -+ 10'8" 4X4 T m = 1 .5X3 1.5X3 � 6 p 3X4 (B1) X4 (B1) 6"3 i17 7" X4 30 21 '4" R=1165# W=3"8 R=994# W=3"8 PLT. TYP?—ALPINE DESIGN CRIT=TPI OTY 7 TOTAL = 7 REV. 17.2m LE74 S A32500 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t *IMPORTANTxx SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION ARS 7DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIS-91 BY TPI, SEE THIS DESIGN Yll' I ��iTC OL / •0 PSF DATE 12/01/95 FAILURE TOBUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ,ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING AST" OUIREMENTS. UNLESS OTHERWISE INDICATED, TOP - - BC OL 10 •0 PSF DRWG A446 GR B EXCEPT AS NOTEO. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - 5606 - TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD B BC LL 0.0 PSF RAG CONNECTORS PER DRAWINGS 170, 150 6 1604-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF TOT.LO. 47 .0 PSF 0/A LEN• 11_-4-0- COWORM W/APPLICABLE PROVISIONS OF NDS 6 TRI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER ' oRio' SELL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS ' F Q•� DUR.FAC. i .33 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. INEE�oll NPT . --K MATT TNSTTTTfTr NnK - JWt NATTPNA. grRIf.N KPAf Tmrz P4 n•• T• , 1 1.F m Job: 5-3 49 LOT 66-1 T12 21 '4 TRAY THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS 6 IMENSIONS SUBMITTED BY TRUSS MFR• TOP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 02 N UPLIFT (LB): 650 480 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 21.04 :Lt Wedge 2x4 SP 03: TRUSS DESIGNED FOR 100.00 MPH WIND, 20,47 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . PREDICTED HORIZONTAL MOVEMENT IS 0.18' DUE TO LIVE LOAD ENCLOSED OR FULLY OPEN BUILDING (SBC) . AND 0.10" DUE TO DEAD LOAD AT ONE SUPPORT. --------------------------------------------------------------- TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. (+)-Gravity (-)-Uplift (A) 1X4 03 HEM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO *** UPLIFT *** I *** HANGER *** BE EQUALLY SPACED. ATTACH WITH (2) 8d NAILS. BRACING H5 -455i(Jacks Only) HUS26 - + 2751# -12860(10d #ply) MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A MTS12 - -1000# HUS26 - + 33150 -1550# 16d 1ply) SUITABLE SUPPORT BY ERECTION CONTRACTOR. MTS12 - -2000#(2 Each) HHUS48 - + 4299# -1660#110d 2ply) MTT28B - -3786#(2 Each) (t10d)I HHUS48 - + 5180# -2000#(16d 2ply) A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. MTT28B - -44550(2 Each) (16d)1 HGUS48 - + 6640# -2199i110d 2ply) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MST60 - -4688#(Per 2ply) I HGUS48 - + 80000 -26500(16d 2plyl CS150 - -1650#(Each) 1 HGUS5.5- +113350 -3945#116d 3p1Y --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS • 10'0" +rl� 1018" 5X9 I ! m 1 .5X3 0 F'- 3X6 6 (A) X4 4X6(F3) 1,4" 4X4 X4 (B I) 6'3 _L FIX8 7'7" a 4 5X6 1 .5X3 3X6 �_2' --+---4'3"8 17'0"8 21 '4' R=1160# W=3"8 R=999# W=3"8 PLT. TU.-ALPINE DESIGN CRIT-TPI OTY - 1 TOTAL - i REV. 17.2m SCALE7402 500 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REWIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t I MPORT ANT ifX SHALL NOT BE RESPONSIBLE FOR ANY ARNING 1N HANOLING• ERECTION ANDDEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN l� us i� TC OL 7•0 PSF DATE 12/01/95 FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH DST"BY TPI. FDR ADDITIONAL SPECIAL PERMANENT BRACING RE - `ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASIN DUIREMENTS UNESS OTHERWISE INDICATED. IOP - - BC DL 1O -0 PSF ORWG NA6 GR B EXCEPT AS NOTED. APPLY CONNECTORS f0 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WTTN PROPER — • 5606 - TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD * - BC LL 0 .0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF - TOT.LO. 47.0 PSF 0/A LEN. 21-4-0 CONFORM M/APPLICABLE PROVISIONS OF NDS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/91) FOR PROPER ' r SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPT OF THIS t0p10 Q-� OUR.FAC. 1 .33 IN ONLY. AND 5H1AlL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. SPF IwEE ;,• SPArTNr, a_4 cl- T••nc T •- TPI iR�Ki M AiF iN5T1 i1NiF NT15 - 1941 MATT()u e1 fIFS lf'.N SPFF it tl'ATIfiN crn wenn r. tT*+��^rrn•• Int .. Job: 5-3649 LOT 6- T G 21 -4 TRAY GABLE THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS IMEN ONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP i2 N : T2 2x4 SP 01 N: PREDICTED HORIZONTAL MOVEMENT IS 0.29' DUE TO LIVE LOAD BOT CHORD 2x4 SP 02 N AND 0.09' DUE TO DEAD LOAD AT ONE SUPPORT. WEBS 2x4 SP 03 :W8 2x4 SP 01 Dense: DEFLECTION CRITERIA IS L/240 LIVE AND L/180 TOTAL LOAD. PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. UPLIFT (LB): 120 PLF MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. BRG,LOC (FT): OVER CONTINUOUS SUPPORT TRUSS DESIGNED FOR 100.00 MPH WIND, 20.34 FT MEAN HEIGHT WxxxWARNING! PANEL-POINT DEFLECTIONS EXCESSIVEN*mm WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . ACTUAL IS L/316.23 LIVE AND L/201.65 TOTAL ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- THIS GABLE END WILL SUPPORT UP TO OVERHANG ALONG THE TOP TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS CHORD. REFER TO DRAWING GE-001, GE-002. OR 876,719 FOR STUD (+)-Gravity (-)-Uplift VERTICALS AND BRACING DETAILS. GABLE END HAS BEEN DESIGNED TO ------------------- ----------------------------------------- TRANSFER ALL HORIZONTAL WIND LOADS INTO THE ROOF AND CEILING MWN UPLIFT mum I WNW HANGER xWW DIAPHRAGMS. CONNECTION AND DESIGN OF THESE SYSTEMS ARE THE H5 4550(JackS Only) I HUS26 - + 27511 -1286/(104 1ply) RESPONSIBILITY OF THE BUILDING DESIGNER. THIS TRUSS WILL ALSO MTS12 -10000 1 HUS26 - + 33150 -15500(16d 1piy) SUPPORT 2'0' TOP/BOTTOM SPLIT ROOF LOAD ON ONE SIDE. MTS12 = -20000(2 Each) I HHUS48 - + 42990 -16600(IOd 2ply) MTT288 -37860(2 Each) (10d)I HHUS48 - + 5180/ -20000(16d 2ply) ALL PLATES ARE 1.5X3 EXCEPT AS NOTED. MTT288 - -44550(2 Each) (16d)I HGUS48 - + 66400 -21990(10d 2ply) MST60 -46880(Per 2ply) I HGUS48 - + 80000 -26500(16d 2ply) CS150 = -16500(Each) I HGUS5.5= +113350 -39450(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS SHIM ALL SUPPORTS TO SOLID BEARING. THE BUILDING DESIGNER IS RESPONSIBLE FOR THE GABLE SHEAR WALL DESIGN, CEILING AND ROOF SHEATHING DIAPHRAGM CONNECTIONS, AND ALL TRUSS TO WALL CONNECTIONS, MEMBER TO BE LATERALLY BRACED FOR HORIZONTAL WIND LOADS. BRACING SYSTEM TO BE DESIGNED AND FURNISHED BY OTHERS. FOR GABLE STUD VERTICALS, UNLESS OTHERWISE NOTED: I iJ 10.81. 10'8" FOR VERTICALS LESS THAN 4'0': 1.5X3 ALPINE, 13 WOODLOC. 1(q FOR VERTICALS GREATER THAN 4'0': 2X4 ALPINE. 23 WOODLOC. T �j f.5X4 2X5 7 6 X5 io T2 un 3X4 (D 1) X4(D 3j 1 �x 4 _!_ 1 .5X4 X17'7' a 4 X4 1 . 4 �— 4'3"8 11 '4" w I a 5'8"8 ---� --4 '3"8 17'0"8 21 '4 R=107# W=3"8 R=127 plf W=11 '0"8 R=490# W=3"8 TAG T41 SFO: 84657 PLT . TYP.-ALPINE DESIGN CRIT=TPI OTY 1 TOTAL a 1 REV. 17.2m S ALE -0.1875 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REWIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t XIMPORTANTWX SHALL NOT BE RESPONSIBLE FDR ANY ARNING IN HANDLING, ERECTION AND '111,4 ,/ , 7DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIO-91 DY TPI. SEE THIS DESIGN TC DL / ,0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN COWORMA14CE WITH DSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RETALPINE CONNECTORS ARE MADE 0T 20GA GALY. STEEL MEETING ASTM WIREMENTS. UNLESS OTHERWISE INDICATED. TDP - - BC DL 10 •0 PSF DRWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - - TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD M5506 BC LL 0.0 PSF RAG CONNECTORS PER DRAWINGS 130, 150 C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING --SEE STATE OF TOT.L0. 47.0 PSF 0/A LEN. 21'4'0 CONFORM W/APPLICABLE PROVISIONS OF NDS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER O R1�' P'� ' SELL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS p�jQ �: DLJR.FAC. 1 .33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR, INEE"`�� /� ^//++ OO • TPI • TOURS PI ATF INSTITHTF NDS • HQ9H NATTUNAI OFSTGN SPrrIr TrwnN cnn"nnn rn•.STM'Tina ,,,,�+ ISPACTNG 24 0" Tvnr I/ll A C71 ob: 5- 4 9 LOT - T '4 TRAY THIS OWG. PREPARED FROM COMPUTEINPUT (LOADS & DIMENSION SUBMITTED Y TRUSS MFR. TOP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. SOT CHORD 2x4 SP 02 N UPLIFT (LB): 480 840 WEBS 2x4 SP 03 :w5 2x4 SP 01 N: BRG.LOC (FT): 0.00 15.33 TRUSS DESIGNED FOR 100,00 MPH WIND, 20.47 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . ------------------------------------------------------- (A) 1X4 #3 HEN-FIR OR BETTER CONTINUOUS LATERAL BRACING TO TYPICAL SI14PSON OR EQUAL UPLIFT/HANGER REQUIREMENTS BE EQUALLY SPACED. ATTACH WITH (2) 8d NAILS. BRACING (+)-Gravity (-)-Uplift MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A --x UPLIFT --- - I - - --- HANGER --- SUITABLE SUPPORT BY ERECTION CONTRACTOR. H5 - -455#(Jacks Only) I HUS26 - + 2751# -12860(fOd 1ply) A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. MTS12 - -1000# 1 HUS26 - + 3315# -1550#((16d 1ply MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MTS12 - -2000#(2 Each) I HHUS48 - + 42990 -16600 10d 2ply MTT28B - -3786#(2 Each) (100)1 HMS48 - + 5180# -2000#(16d 2ply) MTT288 - -4455#(2 Each) 16d11 HGUS48 - + 66400 -2199#1100 2ply) MST60 - -4688#(Per 2ply) 1 HGUS48 - + 80000 -2650#(160 2ply CS150 - -1650#(Each) I HGUS5.5- +113350 -3945#(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 10'8" 10'8" 6X6 T m 1 .5X3 0 6 p;;- 3X4 5 3X4 (F3) 1'4• X4 X4 (B 1) 6.3 17'7" 4 4X5(R) 4X4 1.RYA �---- 15'7 8 5'8"8 -----� �- 2' ----4 '3"8 17'0"8 -( } 21 '4„ _) R=796# W=3"B R=1362# W=3"8 PLT. TYP4—ALPINE DESIGN CRIT=TPI OTY = 5 TOTAL - 5 REV. 17.2m S 0—ALPINE 1500 ALPINE ENGINEETTEO PRODUCTS. INC. TRUSSES REWIRE EXTREME CARE 12/01/95 TC LL 30.0 PSF REF (�2 *IMPORTANT)(*SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING. ERECTION AND 1\ (\ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIO-91 BY TPI. SEE THIS OESIGN TLIt'Wc t EY�i�• TC DL 7.0 PSF DATE 12/01/95 ^ \\UV`ViL\UV FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OST88 BY TPI FDR ADDITIONAL SPECIAL PERMANENT BRACING RE - , v - ALPINE CONNECTORS ARE MADE OF 20GA GALY. STEEL MEETING ASTM WIRENENTS. IWLESS OTHERWISE INDICATED. TOP - - BC DL 10.0 PSF ORWG AAAG GR 8 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRA-CEO WITH PROPER 56DEi 81'1 LL 0 0 PSF RAG (� )\ TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM[WORD W CONVECTORS PER DRAWINGS 130. 15%F 16DA-F. DESIGN STANDARDS WITH PROPERLY AtTACHEO RIGID CEILING -- SEE SYAie OF 70T.LD, 47 .0 PSF O/A LEN. 21-4-0 CONFORM M/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER ,1FY SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS E F110 Q'`� OUR FAC. 1 .33 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. INE '.` _Tw . I—s+..IF TNsnIDTF Dns . 'RRI NAJJ "M DESIGN iVFCJFIrATInN a 11 Wnnn rn-4 rMI^TTa_ �'R�I " , SPACTNr, 24 n" T'Inc SPFC Job: 5-3649 LOT -1 T14G 16'0 Mono VAULT GABLE THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITT 0 BY TRUSS MFR. TOP CHORD 2x4 SP 02 N *»WARNING! 1 UNPLATED JOINTS)** BOT CHORD 2x4 SP 11 N WEBS 2x4 SP 03 PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. UPLIFT (LB): 200 200 200 240 230 BRG.LOC (FT): 0.00 4.00 6.67 9.33 15.71 DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. WIND SPEED - 100.00 MPH. MEAN HEIGHT - 15.00 FT. A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24` O.C. ENCLOSED OR FULLY OPEN BUILDING (SBC) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. --------------------------7------------------------------------ TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS SHIM ALL SUPPORTS TO SOLID BEARING. (+)-Gravity (-)-Uplift --------------------------------------------------------------- Rfx* UPLIFT *** I *** HANGER *** H5 4550(Jacks Only) I HUS26 - + 27511 -12860110d 1ply) MTS12 - -10001 1 HUS26 - + 33150 -155O#(i6d 1plyl MTS32 - -2000112 Each 1 HHUS48 - + 42990 -16600(IOd 2ply MTT28B - -37860(2 Each) (lodd HHUS48 - + 51800 -20000(16d 2ply MTT288 - -44550(2 Each) (16d)1 HGUS48 - + 66401 -2199/(10d 2ply) MST60 - -46881(Per 2ply) 1 HGUS48 - + 80000 -26500116d 2ply) CS150 - -16501(Each) I HGUS5.5- +113350 -39450(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 2X2 2'2"14 15'6'6 3X4 3 R 6t7 1 .5X3 to13'1"11 12'1"11 d 4.5 to 11'1`11 —6.4 9 9» �---4' —--� 2'8" +2'8" 6'4"8 --{ i- 16 --- I R=200# W=3"8 R=-223# W=3"8 R=233# W=3"8 R=468# W=3"8 R=825# W=3"8 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY - 1 TOTAL - 1 REV. 117.2m SCALE7402 2500 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30.0 PSF-REF t *IMPORTANT** $ALt NOT BE RESPONSIBLE FMR ANY ARNING IN HANDLING. ERECTION AND DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEEHIB-91BYTPI. SEE THIS DESIGN 1 �i TC DL 7 .0 PSF DATE 12/01/95 FAILURE TO BUILO THE /BUSS IN CONFMWANCE MITN OSTBB BY TPR. fOR ADOITIONµ SPECIAL PERMANENT BRACING RE ` v - ALPINE CONNECTORS ARE MADE OF 20GA QALY. STEEL MEETING AS1M QUIREMENT$ UNLESS OTHERWISE INDICATED,D, TOP - BC DL 10 .0 PSF DRWG AA46 OR B EXCEPT AS NOTED APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED MITN PROPER - - tRV55 AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SNEATMING, BDITOM CIgRO *�6 BC LL 0.0 pSF RAG CONNECTOR$PER DRAWINGS 130. 150 C 1Fi0A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF TOT.LD. 47 O PSF O/A LEN. 16-0-0 CONFORM W/APPLICABLE PROVISIONS OF NOS G IPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER ' SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS �CIRIQ�Q P` OUR.FAC. 1 .33 IN ONLY, A14 SHALL NOT BE REL LEO UPON IN ANY OTHER MAY. OESIGN TO TIE TRUSS ERECTION CONTRACTOR. INEEA`' �` ^ •--TPI - IMi55 PI ATF INSTTTUIF MOS 1991 NAT10NA1 OFSTGN S0FCiFIFATTnN Fro worn I.-iT—TTI-1 1, "'0"" SPACTNS 24 0* T-nr MnNn Job' 5- 49 OT - T14 Mono VAULT THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED Y TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. SOT CHORD 2x4 SP #2 N UPLIFT (LB): 660 490 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 16.00 UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. WIND SPEED - 100.00 MPH. MEAN HEIGHT - 15.00 FT. DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)-Gra'vity (-)-Uplift --------------------------------------------------------------- SHIM ALL SUPPORTS TO SOLID BEARING. xMx UPLIFT rxlt ( K** HANGER *N* H5 - -4550(Jacks Only) I HUS26 - + 27511 -12860(fOd iply) MTS12 - -1000# 1 HUS26 - + 3315/ -15500(16d 1ply� MTS12 - -20000(2 Each) HHUS48 - + 42990 -166OO(IOd 2ply MTT28B - -3786#(2 Each) HHUS48 - + 51800 -20000(16d 2ply (fOdl MTT288 - -44550(2 Each) 116d11 HGUS48 - + 6640/ -21990(10d 2ply MST60 - -4688#(Per 2ply) I HGUS48 - + 80000 -2650# 16d 2ply CS150 - -1650#(Each) I HGUS5.5- +113350 -3945#116d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS MAXIMUM GAP BETWEEN RIGHT BEARING WALL AND END WEB - 1/2' 3 X 3 —Y- 7"15 17'7• 3X4 .5X3 3X4 3X4 = 0 11.5X4 3X4 6 4.5 2X7 (A 1) 2, 16'3"8 J R=931# W=3"8 R=753# W=3"8 TAGT227 EO: 74pp4 PLT. TY .-ALPINE 00.-ALPINE DESIGN CRIT=TPI OTY - 8 TOTAL 8 REV. 17.2m CALE -0. ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REGUIRE EXTREME CARE 12/01/95 TC LL 30.0 PSF REF t *IMPORTANT**SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION ANODEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN � NN �iTC OL 7.0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE `ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED, TOP - - BC DL 10.0 PSF DRWG GR B EXCEPT AS NOTED APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 5606 TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD W BC LL 0•0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 G 15OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF TOT.LD. 47.0 PSF 0/A LEN. 16-3-8CONFORM M/APPLICABLE PROVISIONS OF NDS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/91) FOR PROPER - Ogto' fez U SE►L OW THIS DRAWING APDL IES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH►COPY OF THIS Q" DUR.FAC. i -33 IN ONLY. AND SHALL NOT BE RELIEO IRON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. `� -- .1.11 111-11 .M ... ... �«. � .......,. .,. SPArTmr, 14 n- T,--n mmin Job: -3 4 OT 66- T15G 21-8-8 TRAY HIPM 14-11-10 THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) _SUBMITTED Y TRUSS MFR. TOP CHORD 2x4 SP 01 N : T2 2x4 SP 02 N: DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. BOT CHORD 2x4 SP 02 N WEBS 2x4 SP 03 (A) 1X4 "T' BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH Bd NAILS 0 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY MMWARNING! 1 UNPLATED JOINT(S)MM ERECTION CONTRACTOR. RIGHT END VERTICAL DESIGNED FOR VERTICAL LOADS ONLY. PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. UPLIFT (LB): 200 200 200 200 270 360 A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. BRG.LOC (FT): 0.00 2.67 5.33 8.00 11.04 21.46 MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. WIND SPEED - 100.00 MPH. MEAN HEIGHT - 15.00 FT. SHIM ALL SUPPORTS TO SOLID BEARING. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- PROVIDE HANGER AT RIGHT END OF TRUSS FOR 444.95 LBS. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (+)-Gravity (-)-Uplift THE BUILDING DESIGNER IS RESPONSIBLE FOR THE GABLE SHEAR WALL ------ ------------- --------------------------------- DESIGN, CEILING AND ROOF SHEATHING DIAPHRAGM CONNECTIONS. AND MMM UPLIFT MMM I MMM HANGER MMM ALL TRUSS TO WALL CONNECTIONS. H5 4550(Jacks Only) I HUS26 - + 27510 -12860(10d 1ply) MTS12 - -10000 1 HUS26 - + 33150 -15500(16d 1ply) MEMBER TO BE LATERALLY BRACED FOR HORIZONTAL WIND LOADS. MTS12 - -20000(2 Each) )) HHUS48 - + 42990 -16600(10d 2ply) BRACING SYSTEM TO BE DESIGNED AND FURNISHED BY OTHERS. MTT288 - -37860(2 Each) (fOdl) HHUS48 - + 51800 -20000(16d 2ply) MTT28B - -44550(2 Each) (16d)( HGUS48 - + 66400 -21990 10d 2ply) ALL PLATES ARE 1.5X3 EXCEPT AS NOTED. MST60 - -46880(Per 2ply) I HGUS48 - + 80000 -26500 16d 2ply) CS150 - -16500(Each) I HGUS5.5- +113350 -39450(160 3ply) --------------------------------------------------------------- REFERENCE HO,LMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS L 15'4"4 6'4"4 --^� M WARNING: UPLIFT REACTION OF -2590 OCCUREO ON A NON-WIND LOAD CASE. SPECIAL UPLIFT CONNECTION REQUIRED. 4X5(R) T2 THIS GABLE END WILL SUPPORT UP TO OVERHANG ALONG THE TOP CHORD. REFER TO DRAWING GE-001, GE-002, OR 876, 719 FOR STUD VERTICALS AND BRACING DETAILS. GABLE ENO HAS BEEN DESIGNED TO 3X4 TRANSFER ALL HORIZONTAL WIND LOADS INTO THE ROOF AND CEILING DIAPHRAGMS. CONNECTION AND DESIGN OF THESE SYSTEMS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. THIS TRUSS WILL ALSO B SUPPORT 2'0" TOP/BOTTOM SPLIT ROOF LOAD ON ONE SIDE. r v (A) v �12'7'if v X3 rn 11'7'11 a 4.5 00 —*10'7'11 Ln 1'7'14 + 900Y + —L- (_ ,48 1"2 �N l ru l CU 10 8 M �---- 11 '0"8 _ 10'8" — - 21 '8"8 - -� R=-259# W=3"8 R=39# W=3"8 R=445# W=3" R=750#RWt328 W=3"8 R=924# W=3"8 TAG = T�O SED: 8213 PLT. TY .-ALPINE DESIGN CRIT=TPI 0TY 1 TOTAL 1 REV. 17.2m SCALI _ . 1875 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REWIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t XIMPORTANT) 1(SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING, ERECTION ANDCDEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN YT ��i� TC OL 7.0 PSF DATE 12/01/95FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OST80 BY TPI FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ` �US ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP - - BC OL 10 .0 PSF ORWG A446 OR B EXCEPT AS NOTED APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER TRUSS AND UNLESS OHNERWISE LOCAIEO ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHOW M560G BC LL 0.0 PSF RAG CONW[CT011$PER DRAWINGS Tao. 150 c 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE - STATE OF - TOT.LD. 47 PSF 0/A LEN. 21-8-8 - CONFORW W/APPLICABLE PROVISIONS OF NOS C IPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER LO NT�� P" SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS Q JOUR.FAC. 1 .33 IN ONLY. AND yell NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. INEE�'1`'�• •e. - 1-1. ..��.,....._,1,�.....,.w 1, 1..M..,,,,.. SPACTN(, ?4 f)" T nr (;ARI Job: 5- 64 LOT 66-1 T15 21-8-8 TRAY H PM 14-11-10 THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS G DIMENSIONS) U MITT 0 BY TRUSS MFR. TOP CHORD 2x4 SP 01 N :T2 2x4 SP 02 N: PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 01 N :82 2x4 SP 02 N: UPLIFT (LB): 490 540 WEBS 2x4 SP 03 :W5 2x4 SP 02 N: BRG.LOC (FT): 0.00 21.42 UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. WIND SPEED - 100.00 MPH. MEAN HEIGHT - 15.00 FT. PREDICTED HORIZONTAL MOVEMENT IS 0.58" DUE TO LIVE LOAD ENCLOSED OR FULLY OPEN BUILDING (SBC) . AND 0.31' DUE TO DEAD LOAD AT ONE SUPPORT. --------------------------------------------------------------- TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. (+)-Grayity (-)-Uplift ------------------- ------------------------------------ (A) IX4 03 HEM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO M** UPLIFT *** I *M* HANGER M** BE EQUALLY SPACED. ATTACH WITH (2) 8d NAILS. BRACING H5 4550(Jacks Only) I HUS26 - + 27510 -12860(10d 1plyl MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A MTS12 - -10000 1 HUS26 - + 33150 -15500 16d 1ply) SUITABLE SUPPORT BY ERECTION CONTRACTOR. MTS12 - -20000(2 Each) I HHUS48 - + 42990 -16600110d 2ply MTT288 - -37860(2 Each) (10d)I HHUS48 - + 51800 -20000(16d 2ply) A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. MTT28B - -44550(2 Each) (16d)I HGUS48 - + 66400 -21990(10d 2ply MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MST60 - -46880(Per 2ply) 1 HGUS48 - + 80000 -26500(164 2ply CS150 - -16500(Each) I HGUS5.5- +113350 -39450(16d 3ply --------------------------------------------------------------- REFERENC HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 14 '8"6 HT VERTICAL 9E59GtiOFOR VER CAL LOADS ONLY. BX83X4 T2 23 1 .5X3 v 3X4 v v 6 �' (Aj (A� (A)v am 1 .5X3 12 013X7 (A 1) Q4.5 0D � �9 9 f'7j'14 B1"2 i . X3 X B2 11 '0"8 —1 10'8" 3X 21 '8"8 R=1196# W=3"B R=997# W=3"8 TAGT336 SED: 7412 PLT. TY .-ALPINE DESIGN CRIT=TPI OTY = 5 TOTAL - 5 REV. 17.2m SCALE 03500 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30.0 PSF REF *IMPORTANT)(*SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING. ERECTION AND 111111] DEVIATION FROM THIS DESIGN OR (MESE SPECIFICATIONS. OR ANY BRACING ON . SEE HIB-91 BY TPI. SEE THIS DESIGN TC OL 7.0 PSF DATE 12/01/95 X11�' �NNAi ^ FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OST88 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ` ALPINE CONNECTORS ARE MADE OF 206A GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP - - BC DL 10 .0 PSF DRWG O A446 GR 8 EXCEPT AS NOTED, APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - - F'. TRUSS AND UNLESS OTHERWISE - 5606 LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD * - BC LL 0.0 PSF RAG CONNECTORS PER DRAWINGS 130, 150 C 160A-F, DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING --SEE STATE OF TOT.LD. 47 ,0 PSF O/A LEN. 21-8-8 V CONFORM W/APPLICA8L.E PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/91) FOR PROPER E O pIQ' SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS Q �� DUR.FAC. 1 .33 IN ONLY. ANO SHAH NOT BE RELIED UPON 1N ANY OTHER WAY. DESIGN 10 1NE TRUSS ERECTION CONTRACTOR. (NEE --TPI . IMF,S PI ATF TNSTTTi.F NRS . 1491 NATTRNAI nF5mm 11WI• M'."TP 'TTf1 SPArTNfN, P4 0" T"FIr gpFr Job: 5- 64 LOT 66-1 T 1 G 11 '0 GABLE THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) U M TT Y TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 02 N UPLIFT (LB): 120 PLF WEBS 2x4 SP 03 BRG.LOC (FT): OVER CONTINUOUS SUPPORT UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. WIND SPEED - 100.00 MPH. MEAN HEIGHT - 15.00 FT. A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' D.C. ENCLOSED OR FULLY OPEN BUILDING (SBC) . MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. --------------------------------------------------------------- TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS THIS GABLE END WILL SUPPORT UP TO 2'0' OVERHANG ALONG THE TOP ( ►-Gravity (-)-Uplift CHORD. REFER TO DRAWING GE-001, GE-002, OR 876, 719 FOR STUD -------------------------J-----------. + - ----------------------- VERTICALS AND BRACING DETAILS. GABLE END HAS BEEN DESIGNED TO **% UPLIFT WWx . I m*K HANGER r*r TRANSFER ALL HORIZONTAL WIND LOADS INTO THE ROOF AND CEILING H5 = -4550(Jacks Only) I HUS26 27510 12860(fOd Sp y) DIAPHRAGMS. CONNECTION AND DESIGN OF THESE SYSTEMS ARE THE MTS12 - -10000 HUS26 - + 33151 -1550/ !6d 1ply RESPONSIBILITY OF THE BUILDING DESIGNER. THIS TRUSS WILL ALSO MTS12 - -20000(2 Each) I HHUS48 - + x2990 -16600 1O 2ply SUPPORT 2'0' TOP/BOTTOM SPLIT ROOF LOAD ON ONE SIDE. MTT26B - -3786+1(2 Each) (10d)l HHUS48 - + 5180# -2000/ 16d 2plY MTT28B - -44551((2 Each) 1160H HGUS48 - + 6640/ -21990 fOd 2ply THE BUILDING DESIGNER IS RESPONSIBLE FOR THE GABLE SHEAR WALL MST60 - -46880(Per 2plY) I HGUS48 - + 80001 -26500 16d 2ply DESIGN, CEILING AND ROOF SHEATHING DIAPHRAGM CONNECTIONS, AND CS150 - -16500(Each) I HGUS5.5- +113350 -39450(16d 3ply ALL TRUSS TO WALL CONNECTIONS. --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS FOR GABLE STUD VERTICALS, UNLESS OTHERWISE NOTED: FOR VERTICALS LESS THAN 4'0': 1.5X3 ALPINE, 13 WOODLOC. ALL PLATES ARE 1.5X3 EXCEPT AS NOTED. FOR VERTICALS GREATER THAN 4'0': 2X4 ALPINE, 23 WOOOLOC. 5,6" 5'6N _1 3X4 T' Q 6 0 q) TU 2X4 (01) n In 101 n X4 (01) —w 4 R=94 plf W=11 ' PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY s 1 TOTAL - 1 REV. 17.2m SCALE730.5000 ALPINE ENGINEERED PRODUCE& INC. TRUSSES REGUIRE EXTREME CARE 12/01/95 TC LL 30.0 PSF REF *IMPORTANT*X SHALL NOT BE RESPONSIBLE FOR ANY NARNING IN HANDLING. ERECTION AND t -em'; TC DL 7.0 PSF DATE 12/01/95 DEVUTION IRON fM15 DESIGN OR (NESE SPECIi1CAT(ONS, OR ANY BRACING. SEE H[D-91 BY TPI. SEE THIS DESIGN FAILURE 10 BUILD INE TRUSS IN CONFORMANCE WITH 05788 BY TPI, FOR ADDITIONAL SPECIAL PERMANENT BRACING RE - -ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM GUIREMENIS. UNLESS OTHERWISE INOICATEO. TOP - - BC OL 10.0 PSF ORWG A446 OR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - - BC LL O O PSF RAG TRUSS ANp Uro ESS OTHERWISE LOLA IED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD CONNECICRS PER DRAWINGS 130. 150 C 16CA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING-- SEE 7 07.L.D. 47.0 PSF O/A LEN. -0 CONFORM W/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/91) FOR PROPER ~- SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION FURNISH A COPY OF THIS •1 OUR•FAC. 1 .33IN ONLY, AND•DULL NOT BERELIED UPONIN ANY07HEA MAY, DESIGN TO THE TRUSS EREECTION CONTRACTOR. ' cn A r'YA1r '7^ n" n n A Ai Job: 5-3649 LOT 66-1 T1 Common THIS DWG. PREPARED FROM COMPUTER INPUT JLOADS 6_DIMENSIONS) SUBMITTED Y TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTINS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 12 N UPLIFT (LB): 370 360 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 10.71 UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. WIND SPEED - 100.00 MPH. MEAN HEIGHT - 15.00 FT. DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)'Gravity (-)-Uplift -------------------------- ------------------------------------ *** UPLIFT *N* 1 *** HANGER *** H5 455#(Jacks Only) I HUS26 - + 27510 -12860(10d 1ply)) MTS12 - -1000# 1 HUS26 - + 33150 -15500 16d 1ply) MTS12 - -20000(2 Each) I HHUS48 = + 42990 -16600 106 2ply MTT288 - -37860(2 Each) (10d)I HHUS48 - + 51800 -2000# 16d 2ply MTT288 - -44550(2 Each) 116d)I HGUS48 - + 6640# -21990 10d 2oly MST60 - -4688#(Per 2ply) I HGUS48 - + 80000 -26500 16d 2ply CS150 - -1650#(Each) 1 HGUS5.5- +113350 -39450(16d 3ply --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS • I---- .5'6" 5'6 -� 4X4 m .-T 6 m 2X4 (A 11 X4 (A 1) 1 .5X3 - —2 - +. i i }� 2 --� R=670# W=3"8 R=670# W=3"8 PLT. TYPE-ALPINE DESIGN CRIT=TPI OTY 2 TOTAL = 2 REV. 17.2m SCALE74003750 ALPINE ENGINEERED PRODUCT& INC. TRUSSES REOUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF *IMPORTANT*)(SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING. ERECTION AND n 1\ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIS-91 BY TPI. SEE THIS DESIGN � 1 �i� TC OL 7 .0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBa BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE - ` v - ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM GUIREMENTS. UNLESS OTHERWISE INDICATED. TOP - - BC DL 10 .0 PSF DRWG A446 R 0 EXCEPT AS NOTED APPLY TO EACH FACE OF ACED WITH PP43PER GAND UNLESS OTHERWISE HERWISE LOCATED ONE THIS DESIGN, POSITION LYATTACHEDPLYWOOD SHEATHSHALL BE LATERALLY HIING, BOTTOM CHORD _ 06 TRUSS NL = BC LL 0.0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C MOA-F. DESIGN STANDARDS W77M PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF TOT.LO. 47.0 PSF 0/A LEN. 1 1�0"0 UUU��V CONFORM W/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER SEAL ONTHIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS Q P� DUR.FAC. 1 .33 NL IN OV. ANO SHALL NOT BE PELTED UPON IN Y OTHER MAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. '' ", ANINEE�`',.� gp�rTMr ii n" T• rnpim Job: 5-3 49 LOT 6- T17 la-11-8 FLAT GIRDER THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x6 SP +2 N 2 Complete Trusses Required BOT CHORD 2x4 SP t1 Dense p Q WEBS 2x4 SP 13 :W2 2x4 SP 11 N: NAILING SCHEDULE: (0.131x3.0_grails) DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. TOP CHORD: 1 ROW @ 4' o.c. BOT CHORD: I ROW @ 16` O.C. THIS GIRDER DESIGNED TO CARRY 21-04-00 TRUSSES FRAMING TO WEBS : 1 ROW @ 4" o.c. TOP CHORD FROM ONE SIDE AND 16-00-00 TRUSSES FRAMING TO USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS TOP CHORD FROM OTHER SIDE. IN EACH ROW TO AVOID SPLITTING. (1) 1/2'_bolts MAY BE USED FOR 2 0.131x3.O,y11ai1s ON A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. THE TOP CHORD ONLY. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. NOT � THIS TRUSS MUST BE INSTALLED AS SHOWN, IT CANNOT BE USED LipS�S6®OWN. TOP OF TRUSS MUST BE MARKED BY TRUSS FABRICATOR. 1 X X7 X X x �.. Go 2 L_ /h TT 15'11' 4XIO 3X9X i 12' i1"8 X4 3X R=5596# W=3"8 R=5596# W=3"8 TAG T117 SFO: 74134 PLT, TY .-ALPINE DESIGN CRIT=TPI QTY= 1 PLIES- 2 TOTAL- 2 REV, 17.2m S ALE =0.5000 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REOUIRE EXTREME CARE 12/01/95 TC LL 30.0 0 PSF REF t XIMPORTANT*x SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION AND �] �'7DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIa-91 BY TP1. SEE THIS DESIGN ATL us i TC DL 7•O PSF DATE 12/O1/95 FAILURE TO BUILD 111E TRUSS IN CONFORMANCE WITH OSTBB BY tPI. FOR ADDITIONAL SPECIAL PERMANENI BRACING RE , f �ALPINE CONNECID"S ARE MADE OF 20GA GALY STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP - BC OL 10 .0 PSF DRWG AAA(1 GR B EXCEPT AS NOTED. APPLY CONNECTORS To EACH FACE OF CHORD SHALL Of LATERALLY BRACED WITH PROPER - - IRUSS ANO IIICBS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD 06 8C LL w 0.0 PSF RAG cnNNEc/oRs PER DR.rIMcs M. 150 c 180.-F. oes(DN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING --SEE - STATE OF TOT.LD. 47.0 PSF 0/A LEN. 12-1 1—El CONFORM r/APPLICABLE PROVISIONS OF NDS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1!91! FOR PROPER (0 fl1� ' - SEAL ON THIS(IRArllxi APPLIES 10 71E COMPONENT DEPICTED HERE DRYWALL APPLICATION. iUiWISN A COPT OF THIS �.,�C,Q'`� D1JR.FDC. 1 33 IN OML Y. AND SI1All NOT REL 1E0 lr>oN IN ANY OTHER WAY. DESIGN TO TIE TRUSS ERECTION CONTRACTOR. INE t.Y';�•�' �--TPI iM n4S AAIF TNSTI IH TF NO$ iV91 NAI II)MI1 IN'SIDN 5Mf1�.f AI.l1N ^A M��.1 I^..�. :—T 1�" 1��. SPAt'TNI: SFF ARfTVF T"Ftt- F) AT Job: 5-3 4 LOT 66-1 J 7*0 END JACK THIS DWG. PREPARED FROM COMPUTERINPUT_ (LOADS & DIMENSIONS) M TT D BY TRUSS MFR.. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP #2 N UPLIFT (LB): 330 220 200 WEBS 2x4 SP #2 N BRG.LOC (FT): 0.00 7.00 7.00 TRUSS DESIGNED FOR 100.00 MPH WIND. 19.51 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. TYPICAL SIMPSON OR EDUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)-Gravity (-)-Uplift --------------------------------------------------------------- rrr UPLIFT ratr I Itrr HANGER r** H5 - -455#(Jacks Only) I HUS26 - + 27510 -1286#000 1ply MTS12 - -10000 t HUS26 - + 33150 -1550#(16d 1ply MTS12 - -2000#(2 Each) HFRJS48 - + 4299# -16600(100 2ply MTT28B - -3786#(2 Each (10d)I HHUS48 - + 5180# -2000#06d 2ply MTT28B - -4455#(2 Each)) (160)1 HGUS48 - + 66400 -2199#(10d 2ply) MST60 - -4688#(Per 2ply) 1 HGUS48 - + 8000# -26500116d 2ply) CS150 - -1650#(Each) I HGUS5.5- +113350 -39450(16d 3ply ------------------------------------------------- H -------------- A EPRAM bAg liUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 3 ) 16d TOE-NAILS AT TOP CHORD. PROVIDE ( 2 1 6 E-NAILS AT BOTTOM CHORD. 21.3"4 M 0 sp v -�- 2x6 (82) _6 3 _L_+17'7" R=520# W=3"8 R=75# W=1"8 TAG = T�4 SCA35 : 740000 PLT. TY .-ALPINE DESIGN CRIT-TPI QTY = 2 TOTAL 2 REV. 17.2m ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REWIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF **IMPORTANT**SMALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING, ERECTION AND t 91N � TC DL 7.0 PSF DATE 12/01/95 DEVIATION IRON THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HlB-91 BY TPI. SEE THIS DESIGN FAILURE 70 BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY wi. FOR ADDITIONAL SPECIAL PERMANENT BRACING REALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP - BC DL 10.0 PSF DRWG A445 6R B EXCEPT AS NOTED, APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACEO WITH PROPER - - TRUSS AND LPQESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD BC LL 0.0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE _ 70T.LD. 47.0 PSF 0/A LEN. 7'U'O CONFORM*/APPLICABLE PROVISIONS OF NOS C IPI. AN ENGINEER'$ ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APT+ITCATION FURNISH A COPY OF THIS ': OUR.FAC. 1 .33IN ONLYANO SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. �� ,..r ,�.,,,,.• ��. .,,,.".,., �«, .,, SPArThir, aq n' ,••�� 77�f'K Job: 5-3649 LOT 66- J 5'0 CORNER JACK THIS DWG. PREPARED FROM COMPUTER INPUT LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. SOT CHORD 2x4 SP #2 N UPLIFT (LB): 290 200 200 WEBS 2x4 SP #2 N BRG.LOC (FT): 0.00 5.00 5.00 TRUSS DESIGNED FOR 100.00 MPH WIND, 19.09 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF ITM AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)-Gravity (-)-Uplift --------------------------=------------------------------------ *** UPLIFT *** . I *** HANGER 1111* H5 -455#(Jacks Only) I HUS26 - + 27510 -12860(SOd 1ply) NTS12 - -1000# HUS26 - + 3315# -1550#(16d Sply MTS12 - -20000(2 Each) HHUS48 - + 42990 -1660#(10d 2ply MTT28B - -3786#(2 Each) 110d)l HHUS48 - + 5180# -2000#06d 2ply) MTT288 - -44550(2 Each) (16d)I HGUS48 - + 66400 -2199#(10d 2ply)) MST60 - -4688#(Per 2ply) 1 HGUS48 - + 8000# -2650# S6d 2ply CS150 - -1650#(Each) 1 HGUS5.5- +113350 -3945# 160 3plyl --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE l 2 ) 16d TOE-NAILS AT TOP CHORD. PROVIDE ( 2 ) 16d TOE-NAILS AT BOTTOM CHORD, R=140# W=1"B 20'3"4 TTI 0 6 p m 2X6 (B2) SI_3 17'7* I� �--2 -- — 5 ---� R=437# W=3"8 R=46# W=1"8 TAG T338 SEQ: 74142 PLT. TY .-ALPINE DESIGN CRIT=TPI OTY - 6 TOTAL - 6 REV. 17.2m SCALE 0.5000 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30.0 PSF REF 2 )(IMPORTANT)(*SHALL 147 eE RESPONSIBLE FDR ANY WARNING IN HANDLING. ERECTION AND DEVIATION FROM IVIS DESIGN OR (HESE SPECIFICATIONS. OR ANY BRACING. SEE 1419-93 �-BI BY TPI. SEE THIS DESIGN �`'{,t111 ''• TC DL 7.0 PSF DATE 1 2/0 FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH 05788 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE _ , vF •�I ALPINE CONNECTORS ARL MADE OF 206A GALV STEEL MEETING ASTM GUIREMENTS. UNLESS OTHERWISE INDICATED. TOP - - BC DL 10.0 PSF ORWG O AI46 GR 8 EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACEO WITH PROPER - 5606 _ BC LL 0 0 PSF RAG TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD CONNECIORS PER DRAWINGS 130, ISO T: $GOA-F. DESIGN STANDARDS WITM PROPERLY ATTACHED RIGID CEILING --SEE 5TA7E OF _ TOT.L0. 47 .0 PSF 0/A e2l CONFORM W/APPLICABLE PROVISIONS Of MOS C TPI AN ENGINEER'S ALPLNE TECHNICAL UPDATE 17/1/811 FOR PROPER EO pt03, SEAL DN THIS ORAWING APPLIED 14 THE COMPONENT DEPICTED 1IETIE DRYWALL APPLICATION. FURNISH A COPY OF THIS �.�yC�Q OUR.F AC. 1 .33 IN ONLY, ANO SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. AVEC^-,�` `I- Job: 5- 64 OT - J YO CORNER JACK THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) U M TT Y TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. 80T CHORD 2x4 SP 02 N UPLIFT (LB): 260 200 200 WEBS 2x4 SP #2 N BRG.LOC (FT): 0.00 3.00 3.00 TRUSS DESIGNED FOR 100.00 MPH WINO, 18.59 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)-Gravity (-)-Uplift ------------------- ------------------------------------ N!X UPLIFTxxx *** HANGER *mm H5 -455#(Jacks Only) HUS26 - + 2751/ -1286/ SOd 1ply)) MTS12 - -1000# I HUS26 - + 33150 -1550# 16d 1ply) MTS12 - -2000#(2 Each) I HHUS48 - + 4299/ -1660/ 10d 2ply MTT288 - -3786/(2 Each) (10d)I HHUS48 - + 5180# -2000: 16d 2ply MTT288 - -4455#(2 Each (16d)I HGUS48 - + 66400 -21990 10d 2ply MST60 - -4688#(Per 2ply) I HGUS48 - + 80000 -2650# 16d 2ply CS150 - -1650#(Each) I HGUS5.5- +11335# -3945#(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 2 1 16d TOE-NAILS AT TOP CHORD. PROVIDE ( 2 ) 16d TOE-NAILS AT BOTTOM CHORD. R=47# W=1"8 19'3"4 m 6 � O �- 2X6 W) 6*3 17'7" �----2 --{— 3 ----� R=372# W=3"8 R=32# W=1"8 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY 6 TOTAL - 6 REV. 17.2m SCALE7-0.5000 ALPINE ENGINEERED PRODUCTS, INC TRUSSES REWIRE EXTREME CARE 12/01/95 TC LL 30.0 PSF REF t *IMP0RTANTM*SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING, ERECTION ANODEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HID-91 BY IPI. SEE THIS DESIGN V11 "11 TC DL 7 O PSF OATE !2/01/95 FAILURE TO BUILD IHE TRUSS IN CONFORMANCE WITH OS1BB DY TPI FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ` � f •� -ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED, TOP - - BC DL 10 •0 PSF DRWG AA46 GR 8 EXCEPT AS NOTED APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - - TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD06 BC LL0 PSF RAG CONNECTORS PER ORAMINGS 130. 150 L 16OA-F. DESIGN STANDARDS MIT"PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF TOT.LD. 47 .0 PSF O/A LEN. 3-0-0 CONFORM W/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7///91) FOR PROPER -E O RIO' ��(Y �j SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTEO HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS Q•� DUR•FAC. 1 .33 3 IN ONLY, ANO SHALL NOT BE RELIED UPON IN MIY OTHER MAY. DESIGN TO IHE TRUSS ERECTION CONTRACTOR. INEe•� .rat mwq a .TF fNaTTll Nns . 1901 NATTnN, nF< r.N r.T w . SPef TMr, ?Q fl" IT'•nr (ArK Job: 5-3649 LOT 66-1 J '0 CORNER JACK THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SU M TT D BY TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 02 N UPLIFT (LB): 320 200 200 WEBS 2x4 SP 02 N BRG.LOC (FT): 0.00 1.00 1.00 TRUSS DESIGNED FOR 100.00 MPH WIND. 18.09 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- END VERTICALS NOT TO BE EXPOSED TO HORIZONTAL WIND. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (+)-Gravity (-)-Uplift A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. -------------------------- ------------------------------------- MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. xxx UPLIFT KKK I I xx■ HANGER rxw H5 - -4550(Jacks Only) I HUS26 - + 27514 -12860(10d 1piy MTS12 - -10000 HUS26 - + 3315/ -1550#06d 1ply MTS12 - -20000(2 Each) HHUS48 - + 42991 -1660itt(tt(10d 2ply MTT28B - -37860(2 Each) (fOd)I HHUS48 - + 5180/ -20000(16d 2ply MTT288 - -44550(2 Each) (16d)I HGUS48 - + 66400 -219901(10d 2ply MST60 - -46880(Per 2ply) I HGUS48 - + 80000 -26500(16d 2plyl CS150 - -1650i(Each) I HGUS5.5- +113350 -39450(16d 3oly) - ----------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 2 1 16d TOE-NAILS AT TOP CHORD. PROVIDE ( 2 ! 160 TOE-NAILS AT BOTTOM CHORD. 6 p 18'3"4 -I— 2X6(B2) 1'0'3 17'7" R=449# W=3"8 R=327W=641'W3=i"8 TAG = T40 SED: 7415 PLT. TYP,-ALPINE DESIGN CRIT=TPI OT = 6 TOTAL 6 REV. 17.2m SCALE =0. 000 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF *IMPORTANT#*SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING, ERECTION AND 1\ DEVIATION FROM THIS DESIGN OR THESE SPEC IF LCAT TONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN �TN(1'll' NNN� T C OL 7.0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OST88 BY TPI, FOR ADDITIONAL SPECIAL PERMANENT BRACING RE _ ` v� f •� — O\\\\\V� ALPINE CONNECTORS ARE MADE OF 20GA GALY. STEEL MEETING ASTM OUIRENENTS. UNLESS OTHERWISE INDICATED. TDP - BC OL 10 .0 PSF ORWG O A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SMALL BE LATERALLY BRACED WITH PROPER — - TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CNORO 65606 ' BC LL 0.0 PSF RAG CONNECTORS PER DRAWINGS M. 150 C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF _ TOT.LD. 47.0 PSF Q/A LEN. 1-0-0 COrFOAM W/APPLICAOLE PROVISIONS OF NOS C IP1. AN ENGINEER'S ALPINE TECHNICAL UPDATE V/1/911 FOR PROPER ' T`� ` SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS O R1,,0-[C.Q•` DUR.FAC. 1 .33 IN ONLY, AND SMALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. INEEVF'N�N /� --TnT • t[M�.S M Atf TNStl lli Tf 'NDS 1rM1 NATiANnI flf,tf.N[nrf.r fAi. 1 i yn.•rt .ii. ,,_ I''. . SPArTmr,, ?4 IN" T•'F1f' i IAT I� Job: -3 49 T 66-1 J 7'0 HIP JACK THIS OWG. PREPARED FROM COMPUT R NPUT (LOADS & DIMENSION&SUBMITTED 13Y TRUSS MFR. TOP CHORD 2x4 SP #1 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP #1 N UPLIFT (LB): 200 200 200 WEBS 2x4 SP #3 BRG.LOC (FT): 0.00 9.90 9.90 TRUSS DESIGNED FOR 100.00 MPH WIND. 19.59 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/240 LIVE AND L/180 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- THIS HIPJACK IS DESIGNED TO SUPPORT A CORNER SET WITH 07-00-00 TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS SETBACK. CORNER JACKS HAVE NO WEBS. (+)-Gravity (-)-Uplift --------------------------i------------------------------------ A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. **N UPLIFT *** I *** HANGER *** MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 - -455#(Jacks Only) I HUS26 - + 2751# -1286#(10d 1ply) MTS12 - -1000# 1 HUS26 - + 3315# -1550# 16d 1ply) MTS12 - -2000#(2 Each) i HHUS48 - + 4299# -1660# 10d 2ply) MTT288 - -3786#(2 Each) (10d)I HHUS48 - + 51801 -2000# 16d 2ply) - 134# MTT288 - -4455#(2 Each) 1160)1 HN�,�1S;4p + 64 # 21991 10tl 2ply MST60 -4688#(Per 2ply) 1 H6t15ACD #+ #x2650• 16d 2ply m CS150 - -1650#(Each) I HGUS5.5- +11335# -3945#(16d 3ply -------------------------------------------- ,!- 12'8"12 AFFFRFNrF Hnl MFS I IIMRFg nFTATi SHFFI Foa 11RL11FT/HANGER DETAILS PROVIDE ( 3 1 16d TOE-NAILS AT TOP CHORD. PROVIDE ( 3 ) 16d TOE-NAILS AT BOTTOM CHORD. 21'3'8 2X4 m a O 4.24 p Q —T— 2X5 (B 11 17'7 1P ' 1. �_2'9"15 9' 10" 13 ------- 4'2"15 --- - 5'7" 14 R=560# W=4" 15 1 R=295# W=1"8 PLT. TYP.—ALPINE DESIGN CRIT=TPI OTY - 1 TOTAL 1 REV. 17.2m SCALE7405 5000 ALPINE ENGINEERED PRODUCTS. INC TRUSSES REWIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t *IMPORTANT**SMALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION ANDDEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN � 1111j 'T�� TC OL 7•0 PSF DATE 12/01/95 FAILURE TO WILD TME TRUSS IN CONFORMANCE WITH OSTBB BY TPI FOR ADDITIONAL SPECIAL PERMANENT SRACING RE ` �ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING AST" WIREMENTS. UNLESS OTHERWISE INDICATED. TOP BC OL 10•0 PSF ORWG AAA6 OR S EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SMALL BE LATERALLY BRACED WITH PROPER - 5606 - IRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD * BC LL 0 0 PSF RAG CONNECTORS PER DRAWINGS M. 150 6 1SOA-F. OESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF TOT.L0. 47.0 PSF 0/A LEN. 9-10-13 CONFORM W/APPLICABLE PROVISIONS OF NDS 6 TPI, AN ENGINEER'S ALPINE TECHNICAL UPDATE 0/1/91) FOR PROPER ' r SEAL ON THIS DRAWING APPLIES TO THE tOMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF TH15 �0RI_OQ•` OUR.FAC. 1 •33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRAC70i1. SPaf'TNr SFF ARf1VF T••nr .IA('K .__.... _ .....� n.... •..o•.....e ur.n _ .....• u..en...r me rru cnrr.r•r•t.nu rr.n..nnn rn..c.n.r..r. •I.....r• Jo -3 4 OT 6-1 J HJ5'6" W HEEL THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTEO BY TRUSS MFR. TOP CHORD 2x4 SP #1 Dense PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) BOT CHORD 2x4 SP 12 N UPLIFT (LB): 350 200 240 WEBS 2x4 SP 02 N BRG.LOC (FT): 0.00 7.78 7.78 TRUSS DESIGNED FOR 100 MPH WIND. 19.22 FT MEAN HEIGHT• WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. --------------------------------------------------------------- THIS HIPJACK IS DESIGNED TO SUPPORT A CORNER SET WITH 05-06-00 TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS SETBACK. CORNER JACKS HAVE NO WEBS. (+)-Gravity (-)-Uplift A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24.00" D.C. xxx UPLIFT 11x11 I *r■ HANGER Ilrll MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 - -455#(Jacks Only) I HUS26 - + 2751# -1286#(10d (ply) MTS12 - -10000 1 HUS26 - + 33150 -1550#(16d (ply) MTS12 - -20000(2 Each) I HHUS48 - + 4299# -1660# 10d 2ply) MTT28B - -37860(2 Each) (10d) HHUS48 - + 51800 -20000(16d 2ply) MTT288 - -44550(2 Each) (16d) HGUS48 - + 6640# -2199#(10d 2ply) MST60 - -4688#(Per 2ply) I HGUS48 - + 80000 -2650#1164 2ply) CS150 - -1650#(Each) I HGUS5.5- +113350 -39450(16d 3ply --------------------------------------------------------------- - 169# REFERENCE HOLMESaLUMBIR g�TAJL,SHEET FOR UPLIFT/HANGER DETAILS 28 PROVIDE ( 3 ) 16d T'/OEE-NAIILS?AT TOP CHORD. m 10 7 4 -PROVIDE ( 3 1 16d TOE-NAIL� AT BOTTOM CHORD. 20'6"8 m m 4.24 E;;;-- 2X5 2X5 (61) 1 17 7" �-- 2'9" 15 7'9"5 --- 1 4 ' 11"6 -- -}---2'9" 15 ----� R=483# W=4" 15 136# R=76# W=3" TAY = T42 SU 0: 27008 PLT. TYP.-ALPINE DESIGN CRIT-TPI OTY ft 2 TOTAL - 2 REV, 17.3t S ALE =0.5000 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REQUIRE E.TRENE CARE 12/01/95 TC LL 30.0 PSF REF t *IMPORTANT** SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION ANDDEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIS-91 BY TPI. SEE THIS DESIGN ��tTC OL 7.0 PSF DATE 12/01/95 FAILURE TO BUILD II( TRUSS IN CONFORMANCE WITH OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANLNT BRACING RE � F !�\\\ ALPINt CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING AS1M OUIREMENTS UNLESS OTHERWISE INDICATED, TOP BC DL 10 .0 PSF ORWG A446 GR 8 EXCEPT AS NOTEO. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 5606 (�{{(�\\ TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD BC LL 0•0 PSF MS•`Y\ CONNECTORS PER IXiAWINGS )30. 150 i f60A-F. DESIGN STANOARpS MITH PROPERLY ATTADHEo RiGla cErLIMG -- SEE STATE pF _ TOT.LD. 47 0 PSF 0/A LEN. 7-9-5CONFORM W/APPLICABLE PROVISIONS OF NDS i TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 0/1/911 FOR PROPER SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS O RTS Q-� OUR.F AC. 1 .33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. •�P�P INEEP`',�` •--TPI iM.55 w•tr TNSTITIITF •N15 1941 NATTRNAI t1FS tf.N enrrrr rrAti�N rn�vr.•� rn-. -I— SPArTnIn SFF AnnvF r,-nr.(AI K Job: 5-3649 T 66-1 J 6-2-8 END JACK THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS M NSION SUBMITTED Y TRUSS MFR TOP CHORD 2x4 SP 02 N DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. BOT CHORD 2x4 SP #2 N WEBS 2x4 SP i2 N PROVIDE ( 3 ) 160 TOE-NAILS AT TOP CHORD. PROVIDE 12 ) 16d TOE-NAILS AT BOTTOM CHORD. R=182# W=1"8 11'1'8 Ln T 2X4 (A 1) 4'3 8' �2' 6.2,18 _1 R=493# W=3"B R=61# W=1"B TAGT229 SEO: 74140 PLT. TY .-ALPINE DESIGN CRIT=TPI OT = 2 TOTAL 2 REV. 17.2m SCALE =0.5000 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REGUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF t XIMPORTANT)(*SHALL NOT BE RESPoNsl"FOR ANr ARNING IN HANDLuw. ERECTION AND '7DEVIATION FROM [HIS DESIGN OR THESE SPECIFICAIIONS. OR ANY BRACING. SEE HIO-91 BY TPI SEE THIS DESIGN �TTC DL 7 O PSF DATE 12/01/95 FAILURE TO BUILD IHE TRUSS IN CONFORMANCE WITH USTBB BY TPI. FDR AOOITIONAL SPECIAL PERMANENT BRACING RE ` v ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP _ - BC DL 10 .O PSF DRWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - 5606 _TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN. POS17ION LV ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD BC LL 0•(0�� PSF RAG CONNECTOR$PER DRAWINGS 130. 150 C I60A-F. DESIGN STANBIROS WIT"PROPERTY ATTACHED RIGIO CEILING -- SEE STATE TOT.LD. 47 .0 PSF 0/A LEN. 6-2-8 CONFORM M/APP((CABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER t SEAL ON THIS BRAVING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION FURNISH A COPY OF THIS C A10 Q ` JOUR.FAC. 1 .33 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. (NEER`' //�� .TPI It>,ISS 11'IF INSIIIHi —NOS, I991,NATTONAI OFSTGN SPFFIFIFAT,ON fn9 WnnR FONSTRI,FTT0-, IrTl�i�,��' SPACTNG 24 0" Tvnf: ,lArK Job: 5-3649 OT 66-1 J 5'0 CORNER JACK THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SU M Ti D BY TRUSS MFR, TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 02 N UPLIFT (LB): 270 200 200 WEBS 2x4 SP #2 N BRG.LOC (FT): 0.00 5.00 5.00 UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. WIND SPEED - 100.00 MPH. MEAN HEIGHT - 15.00 FT. DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)-Gravity (-)-Uplift ------------------- ------------------------------------- **m UPLIFT *** I mx* HANGER UNN H5 - -455#(Jacks Only) HUS26 - + 27510 -12860(10d 1ply) MTS12 - -10000 HUS26 - + 33150 -15500 16d 1ply MTS12 - -20000(2 Each) HHUS48 - + 42990 -16600 10d 2ply MTT28B - -37860(2 Each) (10d)I HHUS48 - + 51800 -2000# 16d 2ply) MTT288 - -44550(2 Each) (16d)l HGUS48 - + 66400 -21990 10d 2ply MST60 - -4688#(P T, 2ply) HGUS48 - + 80000 -26500(16d 2ply CS150 - -1650#(Each) I HGUS5.5- +113350 -39450(16d 3ply --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 2 1 160 TOE-NAILS AT TOP CHORD. PROVIDE ( 2 ) 16d TOE-NAILS AT BOTTOM CHORD. R=134# W=1"8 10'6"4 m 0 6 F,- 2X4 (Al)2X4 (A1) 4'3 8' _r— �2 5' -� R=445# W=3"B R=44# W=1"B PIT. TYP.-ALPINE DESIGN CRIT=TPI OTY - 6 TOTAL = 6 REV. 17.2m SO CALE74045000 ALPINE ENGINEERED PRODUCTS, INC. IRUSSES REGUIRE EXTREME CARE 12/01/95 TC LL 30 .0 PSF REF *IMPORTANT*x SHALL NOT BE RESPONSIBLE FOR ANYWARNING IN HANDLING. ERECTION AND DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. BEE THIS DESIGN e. 5 TC OL 7.0 PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPt. FOR ADDITIONAL SPECIAL. PERMANENT BRACING RE -ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASIN OUIREMENTS. WKESS OTHERWISE INDICATED. IOP - BC OL 10 .0 PSF ORWGe(�10 EACH FACE OF TRRUSSGA 6 EXCEPT AS NOTED APPLY AND UNLESS 0HERWISE LOCATED ONETHDISSOESIGK POSITION LYOATTACHED PLYWOOODALL BE RALLY SHEATHHIING. WT70M CHORDACED WITH R - BC LL 0•0 PSF R^vCONNECTORS PER DRAWINGS Ix. 150 6 16OA-F. DESIGN STANDARDS WIT//PROPERLY ATTACHEO RIGID CEILING --SEE TOT.LD. 47 .0 PSF 0/A LEN. 5-0-0 CONFORM W/APPLICABLE PROVISIONS OF NOS C fPl. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FDR PROPER �SEAL ON THIS DRAWING APPLIES l0 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION FURNISH A COPY OF THIS DUR.FAC. 1 .33 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY- DESIGN TO THE TRUSS ERECTION.CONTRACTOR. Y 4 T (ArK -- IPI .�.:cc m.Tr i4CT Tr Nna - 1nel N.n Pu nFe r.N� rr..•...•0N, r-� " ` PraC TSI. ? f1 nr Job: 5-364 LOT 66-1 J CORNER JACK THIS DWG. PREPARED FROM COMPUTER INPUT ILOADS & DIMENSIONS) U M TTE Y TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 02 N UPLIFT (LB): 250 200 200 WEBS 2x4 SP r2 N BRG.LOC (FT): 0.00 3.00 3.00 UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. WIND SPEED - 100.00 MPH, MEAN HEIGHT - 15.00 FT. DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)=Gravity (-)-Uplift --------------------------1------------------------------------ llNll UPLIFT MMA IIIIII HANGER Mitts H5 - -455#(Jacks Only) 1 HUS26 - + 2751= -1286i(fOd iply MTS12 - -1000! HUS26 - + 33150 -1550# 16d !ply MTS12 - -20000(2 Each) HHUS48 - + 42991 -16601 10d 2ply MTT288 - -3786#(2 Each) (10d)l HMS48 - + 51800 -2000!(16d 2ply) MTT288 - -44551(2 Each) (16d) HGUS48 - + 66400 -2199#(10d 2ply1)) MST60 - -4688#(Per 2ply) l HGUS48 - + 80000 -26500116d 2ply CS150 - -1650#(Each) ) HGUS5.5- +113351 -39450(16d 3ply --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE l 2 ) 16d TOE-NAILS AT TOP CHORD. PROVIDE ( 2 1 16d TOE-NAILS AT BOTTOM CHORD. 1 R=37# W=1"8 6'4 0 6 p T 2X4 (A 1) 4"3 �--2 +----3 --� R=384# W=3"8 R=14# W=1"8 TAGT 1 S 0: 74146 PLT. TY .-ALPINE DESIGN CRIT=TPI OTY = 6 TOTAL - 6 REV. 17,2m SALE -0.5000 ALPINE ENGINEERED PAODUCI.. INC. TRUSSES REWIRE EXTREME CARE 12/01/95 TC LL 30.0 PSF REF X IMP ORT ANT**SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING, ERECTION AND I\ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN el" TC DL 7.0 PSF DATE 12/01/95 FAILURE 10 BUILD TIE TRUSS IN CONFORMANCE MIT"OSTBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING AE ALPINE CONNECTORS ARE MADE OF 20GA GALV STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. ROP _ - BC DL 10•0 PSF DRWG AA46 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED MIT"PROPER _ O.O PSFRAG TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD _ BC LLCONHECTDAS PER DRAWINGS 130. 150 S 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE TOT.LO. 47 0 P5F OJA LEN. 3-0-0CONFORM W/APPLICABLE PROVISIONS OF NOS G TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR—EAfSEAL ON THIS DAAMING APPLIES TO THE COMPONENT DEPICTED HERE ORYWALL APPLICATIOM. FURNISM A COPY OF THISOUR.FAC. 1 .33 IN ONCT, uO SHALL AOT BE RELIED UPON IN ANY OTHER MAY. DESIGN TO 111E fAU55 ERECTION CONTRACT- . )l1 r`K 4PAf Tmr 1n n~ ...,. Job: 5-3 49 LOT - J VO CORNER JACK THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS DIMENSIONS) SUBMITTED Y TRUSS NFA. TOP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP 02 N UPLIFT (LB): 310 200 200 WEBS 2x4 SP i2 N BRG.LOC (FT): 0.00 1.00 1.00 UPLIFT BASED ON 10.00 PSF TOTAL DEAD LOAD. WIND SPEED - 100.00 MPH, MEAN HEIGHT - 15.00 FT. DEFLECTION CRITERIA I5 L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)-Gravity (-)-Uplift --------------------------------------------------------------- *** UPLIFT *** I *** HANGER *** H5 - -4550(Jacks Only) 1 HUS26 - + 27510 -12860 i0d iply) MTS12 - -1000# 1 HUS26 - + 33150 -1550#(16d (ply MTS12 - -20000(2 Each) I HHUS48 - + 42990 -1660#(10d 2ply MTT288 - -3786#(2 Each) 00d)l RHUS48 - + 51800 -20000116d 2ply MTT288 - -44550(2 Each) (16d)I HGUS48 - + 66400 -2199# 10d 2ply t MST60 - -4688#(Per 2ply) I HGUS48 - + 80000 -26500116d 2piyJ CS150 - -1650#(Each) I HGUS5.5- +113350 -39450(16d 3ply) -------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 2 1 16d TOE-NAILS AT TOP CHORD. PROVIDE l 2 ) 160 TOE-NAILS AT BOTTOM CHORD. 6 l7 8'6"4 T 2X4 (A 1) to"3 4'3 B' R=505* W=3"8 R=-228*-1R0#"8=1"8 TAG T32 S 0: 74150 PLT. TY .-ALPINE DESIGN CRIT=TPI QTY 6 TOTAL 6 REV, 17.2m S ALE 0.5000 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30.0 PSF AEF (�2 M IMPORT ANT x*SHALL ND, BE RESPONSIBLE FOR ANY ARNI NG IN HANDLING. ERECTION AND '7 DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HID-91 BY TPI. SEE THIS DESIGN �1111us„ TC OL / .0 PSF DATE 12/01/95 FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH OST88 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING i' - ` v - O\\\\\lV� ALPINE CONNECTORS ARE MADE OF 20GA GALY. STEEL MEETING ASTM OUIREMENTS INIL ESS OTHERWISE INDICATED, IOP - _ BC OL 10 •0 PSF ORWG (\�\O A446 GR B EXCEPT AS NOIEO. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - - 5606 - BC L L 0 0 PSF RAG �)\ TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOI70M CHOW * ` CONNECTORS PER DRAWINGS 130. 150 C 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE QF TOT.LD. 47 .0 PSF O/A LEN. 1-0-0 V COMFORM W/APPLICABLE PROVISIONS OF NOS t TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/911 FOR PROPER ' r SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION FWWISH A COPY OF THIS Q ` DUR.FAC. 1 .33 IN ONLY, AND SHALL NOT BE RELIEDUPON 1N ANY OTHER MAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. - _ _.. ...,._.... ,"..�........,._. •_, r Y, ,•.. . SPArTnir, PA n" ••-nc .IA('K Job: 5-3649 LOT 6- J 6-2-8 HIP JACK THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. BOT CHORD 2x4 SP #2 N UPLIFT (LB): 460 200 200 WEBS 2x4 SP #3 BRG.LOC IFT): 0.00 8.78 8.78 TRUSS DESIGNED FOR 100.00 MPH WIND. 15.00 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING (SBC) . --------------------------------------------------------------- THIS HIPJACK IS DESIGNED TO SUPPORT A CORNER SET WITH 06-02-08 TYPICAL SIMPSON OR EOUAL UPLIFT/HANGER REQUIREMENTS SETBACK. CORNER JACKS HAVE NO WEBS. 10-Gravity (-)=Uplift -------------------------=------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. *** UPLIFT xxlE I xxm HANGER mm* MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 = -455f(Jacks Only) I HU526 + 2751# -12860(10d #ply MTS12 1000#(( 1 HU526 - + 3315/ -1550#(!6d 1ply MTT28B - -3786#(2 Eachj NMI HHHUS48 - + 5180# -2000:(160 2ply MTT28B - -4455#(2 Each 16011 HGUS48 - + 6640# -2199#(10d 2ply MST60 - -4688#(Per 2ply) 1 HGUS48 - + 8000# -2650#1160 2ply 98# CS-50----_----------1650 ------ 1=2615..5-��3351-_3945#(160-3p1Y- m REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 11 '8" 13 PROVIDE ( 3 ) 160 TOE-NAILS AT TOP gORD. (T• PROV O T16d 0 -NA LS A CHORD. 11'1'12 1 .5X3 r` to 4.24 v in T 2X4 (Al) ----2'9" 15 8'9"6 �---- 3' 1"8 -1------ —5'9"6 R=470# W=4" 15 - 137# R=264;8 W=1"8 PLT. TYPO-ALPINE DESIGN CRIT-TPI OTY = 1 TOTAL - i REV. 17.2m SCALE7-0.5000 ALPINE ENGINEERED PROOUCTS. .INC TRUSSES REQUIRE EXTREME CARE 12/01/95 TC LL 30.0 PSF REF *IMP ORT AN T**SHALL NOT 8E RESPONSIBLE FOR ANY ARN I NG IN HANDLING. ERECTION AND I \ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE NI8-81 BY TPI. SEE TM16 DESIGN `�I�111 TC DL 7 Q PSF DATE 12/01/95 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH 9ST88 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE - �� F � - \\\\l\/� ALPINE CONNECTORS ARE MADE OF 206A GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP - - BC DL 10.0 PSF ORWG AA46 GR 8 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - - TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LV ATTACHED PLYWOOD SHEATHING. 801TOM CHORD 06 BC LL OF•O PSF RAG CONNECTpRS PER DRAWINGS 130, 150 i 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING --SEE $TATE OF - TOT.LD. A/ .0 PSF 0/A LEN. 8-9-6 CONFORM M/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE P/1/911 FOR PROPER ' �0R1�� P` 1 .33 SE AL ON TH{4 DRAWING APPLIES TII THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. itWWiSN A COPY THIS ' Q � JOUR. . IN ONLY., ANO,SHALL NOT BE=RE;IEO UPON 1111 `IN ANY nOTHER'WAY.1.111.1 x< DESIGN TO THE^TRUSS ERECTION CONTRACTOR. jNE � P FF ^(a(11/F .+r t o rK c �rTmr c Job: 5-3 49 LOT -1 J HJ5' " W/403 HEEL THIS DWG, PREPARED FROM COMPUTER INPUT (LOADS IM NSI N SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP 01 Dense PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED, (1991 SBCI BOT CHORD 2x4 SP 02 N UPLIFT (LB): 330 200 220 _ WEBS 2x4 SP 02 N BRG.LOC (FT): 0.00 7.78 7.78 TRUSS DESIGNED FOR 100 MPH WIND 15.00 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP} AND 5.00 PSF (BOTTOM) , DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. --------------------------------------------------------------- THIS HIPJACK IS DESIGNED TO SUPPORT A CORNER SET WITH 05-06-00 TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS SETBACK. CORNER JACKS HAVE NO WEBS. (+)-Gravity l-)-Uplift --------------------------------------------------- ----------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24.00" O.C. Xxx UPLIFT **m I rrr HANGER MMM MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 - -455#(Jacks Only) 1 HUS26 - + 2751# -12860(10d 1ply) MTS12 - -1000# 1 HUS26 - + 33150 -1550 16d (ply) MTS12 - -20000(2 Each) I HHUS48 - + 42990 -1660#110d 2ply) MTT288 - -37860(2 Each) (10611 HHUS48 - + 5180# -2000i(16d 2ply) MTT288 - -44550(2 Each) (16d)j HGUS48 - + 6640# -2199 10d 2plyj MST60 - -4688#(Per 2ply) HGUS48 - + 8000# -2650 116d 2ply CS150 - -1650#(Each) I HGUS5.5- +113350 -3945#(164 3ply) ------------------u--------------------------------------------- - 156# REFERENCE HOLM�.S=�1JJ ,gET]llb SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 3 ) 16d TOE-NAILS AT TOP CHORD. 10'7 4 t1 PROVIDE ( 3 ) 16d TOE-NAIn AT BOTTOM CHORD. 10'10"10 m s 1 4.24 P m 2X4 (Al) 4 3 �2'9N' 15 7'9"5 --� k-- --4 ' 11"6 --}--2'9"15 ----� R=48518 W=4" 15 125# R=791 W=3" PLT. TYP3-ALPINE DESIGN CRIT-TPI OTY - 2 TOTAL - 2 REV. 17.3t BEALE27015000 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REOUIRE EXTREME CARE 12/01/95 TC LL 30.0 PSF REF t *IMPORTANT*x SHALL NOT BE RESPONSIBLE FDR ANY ARNING IN HANDLING, ERECTION ANDOEV1Ai{ON FROM INIS DESIGN Oq TMESE SPECIFICAT10N6. DR ANV ORA[1NG. BEE HIB-81 BY TPI. SEE IMIS DESIGN 11 '�N T�i� TC OL 7.O PSF DATE 12/O3/95 FAILURE TO BUILD INE TRUSS IN CONFORMANCE WITH 05166 BY 7P1. FDR ADDITIONAL SPECIAL PERMANENI BRACING RE ` - O\\\\ ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIRENENTS. UNLESS OTHERWISE INDICATED. TOP _ BC DL 1 0•0 PSF DRWG A4A6 GR 5 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 5606 (\��(/`\�\\\ INWNSS ANO UNLESS OTHERWISE LOCALEO ON THIS DESIGN, POSITION LT ATTACHED PLYW000 SHEATHING. BOTTOM CHORD 8C LL A0•0 PSF MSK(]/�\ CONNECTORS PER DRAWINNGS 130. 150 C 160A-F. DESIGN STANDARDS WI1%PROPERLY ATTACHED RIGIO CEILING-- SEE - STATE (F _ TOT.LD. 47•0 PSF O/A LEN. 7-9-5 UUU��}}} CONFORM W/MwLICAOLE PROVISIONS OF NOS[ TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/911 FOR PROPER p SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED WERE DRYWALL APPLECATIOM. FUFWISM A COPY OF THIS C D H10 Q � DUR.FAC. i •3 3 IN ONLY, AND SMALL NOT BE RELIED UPON IN ANY OTHER WAY, DESIGN TO THE TRUSS ERECTION CONTRACTOR. INEE�`',�� ._,P1 ". 1•.•. 1-11,_.,. vim. , ,,,.., ', _,",,. .,.. _.._. _.. '�•, RPArT►.Ir. CFP APrkfgr .. ...- !Af K