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Plans (425) City of Tigard Ap •,o e. Plans rr /A -Paav -Ooo 35 Bv4p . _ Date AI • 02-2-9 CONSTRUCTION OFFICE COPY RECEIVED Project Name: The Knoll at Tigard Submittal No.: 061800 -002 0 Specification CIT`1 pf,T1GARD Section: Glue- Laminated Construction BUILDINGDNISIQN Submittal TJI Joists, Glulam & LVL Description: Shop /Placement Drawings — - Date: May 7, 2010 Architect: Carleton Hart Architecture Arch. Project No.: 20825 Contractor: LMC Construction Subcontractor: Rothchild Construction Supplier: Pacific Lumber Manufacturer: International Wood Products Drawing I Detail Reference: S2.2 - S2.4 Reviewed By: Scott Dekker LMC Review Engineer - Please review notes regarding beam Comments: member sections. If acceptable, no exception taken. Action taken by Architect 0 f, , ;Ian C r � �� im mrewma THIS RENIell IS Pop riFNRRAI CONFORMANCE WM4 DESIGN OILY '3EVWnON PROM RANO OR SPECIRCAT ONN9 NOT CLEARLY NOTEr ?Y THE CONTRACTOR HAS NOT SEEN REVIEWED. REVIEW Shall NOT CONSTTTIJTE A COMPLETE CNEON01 All DETAILED OIMENstONS OR COUNT OR SERVE 10 RBJEVE THE CONTRACTOR OF CONTRACTUAL RESPONS1 ury FOR AN ERROA OR DOIATIONFROM CONTRACT REDOIRBNEM . M PIPPEY CONSULTING ENGINEERS "C!ITI AND OREGON Oast S -l$ Ala T7d • r r Ty2. Joist OR International Wood Products, LLC r 2007.1 Allowable Stress Design MS/ : 0.83 ' NOTE: LOAD TABLE 1 LPI 18 DEPTH 11.875" DESIGN CRITERIA : VSI: 0.65 1 THIS COMPONENT IS DESIGNED TO SUPPORT ONLY WEB: 0.375" THE VERTICAL LOADS SHOWN VERIFICATION OF NOTE. LOADS S. OWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CA ES FLANGE 1.50 X 2.50 LIVE LOAD = 40 PSF FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. DEAD LOAD 22 PSF LOADING, DEFLECTION LIMITATIONS, FRAMING METHODS, WIND AND SEISMIC BRACING, AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) TOTAL LOAD = 62 PSF LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP /SIDE LOAD FROM TO LOAD LDF THE RESPONSIBILITY OF THE PROJECT ENGINEER FT -IN -SX FT -IN -SX \ I SPACING = 24.00 IN. C/C I OR ARCHITECT. UNIFORM FLOOR LIVE TOP 80 PLF 00 - - 13 - - 1.00 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD TOP 44 PLF 00 -00 -00 13 -00 -00 0.90 DEFLECTION CRITERIA s LATERAL STABILITY. LIVE LOAD DEFL: L / 480 3. DO NOT CUT, NOTCH OR DRILL LPI FLANGES. WARNING NOTES: TOTAL LOAD DEFL: L / 240 4. SHIM ALL BEARINGS FOR FULL CONTACT. 5. VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L - P ENGINEERED WOOD PRODUCTS. 6. THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP I- JOISTS IS 7. PROVIDE LATERAL BRACING FOR THE TOP FLANGE STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW CODE COMPLIANCES : AT 30" O.C. OR LESS. BY A DESIGN PROFESSIONAL. REPORT 8 8. PROVIDE LATERAL BRACING FOR THE BOTTOM ICC - ES ESR -1305 FLANGE AT EACH END OF COMPONENT. MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI WISCONSIN 200405 -97 JOIST AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS JOIST IS CAPABLE OF SUPPORTING THE REACTIONS. ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. 80 - 80 44 44 SUPPORT REACTIONS (LES): 11.875 MAXIMUMBEARING NUMBER T ...1 � 1 2 2.500 DOWN 806 806 UPLIFT - -- - -- CROSS SECTION MIN BEARING SIZES (IN -SE) 1 - 8 1 8 MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.23" 0.32" *DEAD LOAD 0.19" 1, 13 - 0 - 0 \ TOTAL LOAD 0.36" 0.64" *** THIS DRAWING IS NOT TO SCALE *** Handling & Erection Miscellaneous Information LP LVL and CTR, LP I - Joist Specifications Software Provided By: 04/29/10 UBC ' 97 Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the • Supports and connections for LP LVL and CTR, LP I- Joists to be specific applications. LP Engineered Wood Products plumb and for resisting lateral forces shall be designed and complete structure. Obtain all the necessary code compliance approval and * Common nails driven parallel to glue lines shall be spaced a minimum of 4" for 10tl 2706 Highway 421 North installed by others. No loads are to be applied to the instructions from the designers of the complete structure before using this and 3" for 8d. component until after all the framing and fastening are component. If the design criteria listed above does not meet local building • Do not cut, notch, drill or alter LP LVL and CTR, LP I-Joists except as shown in Wilmington, NC 28401 completed. At nn time shall loads greater than design loads code requirements, do not use this design. When this drawing is signed published material from LP any use of LP LVL and CTR, LP IJoists contrary to the LOCal 910.762.9878 be applied to the component. and sealed, the structural design Is approved as shown in this drawing limits set forth hereon,negates any express warranty of the product and LP disclaims National Wats 800.999.9105 based on data provided by the customer. LP LVL and CTR, LP I- joists are at implied warranties including the implied warranties of merchantability and fitness Design Criteria made without camber and will deflect under load. Wood in direct contact for a particular use. The design and material spoofied am in substantial with concrete must be protected as required by code. Continuous lateral .conformity with the latest revisions of NDS and AITC. • support Is assumed (wall, floor beam. etc.). LP does not provide on -site DWG # '-*'t deflection includes adjustment factor for creep. inspection. This drawing must have an Architect's or Engineers seal afixed *A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR 'lion is instantaneous. to be considered an Engineering document. LP is a registered trademattc of Louisiana - Pacific Corporation. SHEET # ' _arc Lumber\Knoll at Tigard \Typ JOISLSPX I Dal Corridor Joist OR International Wood Products, LLC • 2007.1 Allowable Stress Design E I : 0.16 NOTE VS LOAD TABLE 2 BEAMS 1.75 X 7.250 LP DESIGN CRITERIA : XI: 0.16 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY . LOADS SHOWN ARE FOR INPUT LOAD CASE OTHER LOAD CASES DESIGN CONSISTS OF 2 - PLIES FASTENED NOTE THE VERTICAL LOADS SHOWN VERIFICATION OF ( )• TOGETHER ( REFER TO NOTES) . LIVE LOAD = 40 PSF LOADING, DEFLECTION LIMITATIONS, FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. DEAD LOAD a 22 PSF METHODS, WIND AND SEISMIC BRACING, AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) TOTAL LOAD a 62 PSF LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP /SIDE LOAD FRCS( TO LOAD IMF THE RESPONSIBILITY OF THE PROJECT ENGINEER FT IN FT - IN - SE I SPACING = 24.00 IN. c/C I OR ARCHITECT. UNIFORM FLOOR LIVE TOP 80 PLF 00 -00 -00 13 -09 -00 1.00 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD TOP 44 PLF 00 -00 -00 13 -09 -00 0.90 DEFLECTION CRITERIA : LATERAL STABILITY. UNIFORM BEAM WEIGHT 4 PLF 00 - - 13 - - 0. 90 LIVE LOAD DEFL: L / 480 3. DO NOT CUT, NOTCH OR DRILL LP LVL. TOTAL LOAD DEFL : L / 240 4. SHIM ALL BEARINGS FOR FULL CONTACT. WARNING NOTES - 5. VERIFY DIMENSIONS BEFORE CUTTING LP LVL TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L -P ENGINEERED WOOD PRODUCTS. 6. THIS LP LVL IS TO BE USED AS A USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP I- JOISTS IS CODE COMPLIANCES : FLOOR JOIST ONLY. STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW REPORT 0 7. PROVIDE LATERAL BRACING FOR THE TOP EDGE BY A DESIGN PROFESSIONAL. ICC - ES ESR - 1254 AT EACH END OF COMPONENT. L.A. City RR 25167 8. PROVIDE LATERAL BRACING FOR THE BOTTOM MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL CcMC 11518 - EDGE AT EACH END OF COMPONENT. JOIST AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, WISCONSIN 200124 - ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS N.Y. CITY MEA 97 - 94 - DESIGN ASSUMES COMPONENTS CARRIED ARE JOIST IS CAPABLE OF SUPPORTING THE REACTIONS. HUD MR 1214D APPLIED TO TOP EDGE OF LP LVL, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ANCHOR LP LVL JOIST SECURELY TO BEARINGS OR HANGERS. ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3 NAILS AT 12" OC. STAGGER ROWS. THIS FLOOR FRAMING COMPONENT HAS BEEN DESIGNED WITH AN INPUT TOTAL NAILS CAN BE DRIVEN FROM ONE FACE OR HALF LOAD DEFLECTION LIMIT OF L240. (PROVIDED BY THE L-P CUSTOMER). FROM EACH FACE. NAILS MAY BE COMMON OR THIS COMPONENT CANNOT BE USED TO SUPPORT CERAMIC TILE FLOORS. BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131 ". 16d SINKERS (3 -1/4 ") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. ao - - - as SUPPORT REACTIONS (IBS): x.250 M A X I M U M B E A R I N G NUMBER � J .29 1 2 I \.. 1.750 DOWN 877 877 \----\3.500 UPLIFT - -- - -- CROSS SECTION I MIN BEARING SIZES (IN -SX) 1- 8 1- 8 MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.29" 0.34" *DEAD LOAD 0.26" \ 13- 9- 0 \ TOTAL LOAD 0. 47" 0.68" "'THIS DRAWING IS NOT TO SCALE "" Handling & Erection Miscellaneous Information LP LVL and CTR, LP I - Joist Specifications Software Provided By: 04/28110 UBC ' 97 Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the • Supports and connections for LP LVL and CTR. LP I - Joists to be specific applications. LP Engineered Wood Products plumb and for resisting lateral forces shall be designed and complete structure. Obtain all the necessary code compliance approval and ' Common nails driven parallel to glue lines shall be spaced a minimum of 4' for 10d 2706 Highway 421 North installed by others. No loads are to be applied to the instructions from the designers of the complete structure before using this and 3' for 8d. component until atter all the framing and fastening are component. If the design criteria listed above does not meet local building *Do not cut, notch, dull or alter LP LVL and CTR, LP I- Joists except as shown in Wilmington, NC 28401 completed. At no time shall loads greater than design loads code requirements, do not use this design. When this drawing is signed published material from LP any use of LP LVL and CTR, LP I- Joists contrary to the Local 910.762.9878 be applied to the component. and sealed, the structural design is approved as shown in this drawing limits set forth hereon,negates any express warranty of the product and LP disclaims National Wats 800.999.9105 based on data provided by the customer. LP LVL and CTR, LP I- joists are all implied warranties including the implied warranties of merchantability and fitness Design Criteria made without camber and will deflect under load. Wood indirect contact for a particular use. The design and material specified are in substantial with concrete must be protected as required by code. Continuous lateral conformity with the latest revisions of NDS and AITC.' support is assumed (wall, floor beam, etc.). LP does not provide on -site DWG # Dead load deflection includes adjustment factor for creep inspection. This drawing must have an Architect's or Engineer's seal afixed • A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR Total load deflection is instantaneous to be considered an Engineering document. SHEET # LP is a registered trademark of Louisiana - Pacific Corporation - - -- File: J:1_ComEW P \10\Pacific LumbenKnoll at Tigard\Dbl Corridor Joist.SPX Typ Corridor Joist OR International Wood Products, LLC 2007.1 Allowable Stress Design LOAD TABLE DE SIGN CRITERIA MSI : 0.35 NOTE: I 1 BEAM 1.50 X 5.500 LP LVL2250 -1 VSI : 0.20 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES THE VERTICAL LOADS SHOWN VERIFICATION OF LIVE LOAD = 40 PSP FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LOADING, DEFLECTION LIMITATIONS, FRAMING DEAD LOAD = 22 PSP METHODS, WIND AND SEISMIC BRACING, AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) TOTAL LOAD = 62 PSF LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP /SIDE LOAD FROM TO LOAD LDF THE RESPONSIBILITY OF THE PROJECT ENGINEER FT -IN -SX FT -IN -SX I SPACING = 24.00 IN. C/C I OR ARCHITECT. UNIFORM FLOOR LIVE TOP 80 PLF 00 -00 -00 06 -00 -00 1.00 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD TOP 44 PLF 00 -00 -00 06 -00 -00 0.90 DEFLECTION CRITERIA r LATERAL STABILITY. LIVE LOAD DEFL: L / 480 3. 00 NOT CUT, NOTCH OR DRILL LP LVL. WARNING NOTES. TOTAL LOAD DEPL r L / 240 4 SHIM ALL BEARINGS FOR FULL CONTACT. 5. VERIFY DIMENSIONS BEFORE CUTTING THIS COMPONENT DESIGN IS SPECIFICALLY FOR L -P ENGINEERED WOOD PRODUCTS. LP LVL TO SIZE. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP I-JOISTS IS 6. THIS LP LVL IS TO BE USED AS A STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW CODE COMPLIANCES r FLOOR JOIST ONLY. BY A DESIGN PROFESSIONAL. REPORT I 7. PROVIDE LATERAL BRACING FOR THE TOP EDGE ICC -ES ESR -1254 AT EACH END OF COMPONENT. MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL CCMC 11518 -R S. PROVIDE LATERAL BRACING FOR THE BOTTOM JOIST AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, N.Y. CITY MEA 97 -94 -E EDGE AT EACH END OF COMPONENT. ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS WISCONSIN 200124 -W JOIST IS CAPABLE OF SUPPORTING THE REACTIONS. L.A. City RR 25167 BUD MR 1214D ANCHOR LP LVL JOIST SECURELY TO BEARINGS OR HANGERS. 80 - - so 44 44 41 SUPPORT REACTIONS (LEIS): 5.500 M [a AXIMUMBEAR I NG NUMBER �c 1 2 I 1.500 DOWN 372 372 UPLIFT - -- - -- CROSS SECTION MIN BEARING SIZES (IN -SX) 1- 8 1- 8 MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.07 0.15" *DEAD LOAD 0.06" \ 6- 0- 0 , TOTAL LOAD 0.11" 0.29" *** THIS DRAWING IS NOT TO SCALE * ** Handling & Erection Miscellaneous Information LP LVL and CTR. LP I -Joist Specifications Software Provided By: 04nv10 UBC ' 97 Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the * Supports and connections for LP LVL and CTR, LP I- Joists to be specific applications. LP Engineered Wood Products plumb and for resisting lateral forces shall be designed and complete structure. Obtain all the necessary code compliance approval and • Common nails driven parallel to glue lines shall be spaced a minimum of 4 for 10d 2706 Highway 421 North installed by others. No loads are to be applied to the instructions from Inc designers of the complete structure before using this and 3" for Bd. 9 y component until after all the framing and fastening are component. If the design criteria listed above does not meet local building • Do not cut, notch, drill or alter LP LVL and CTR, LP I- Joists except as shown in Wilmington, NC 28401 completed. At no time shall loads greater than design bads code requirements, do not use this design. When this drawing is signed published material from LP any use of LP LVL and CTR. LP I- Joists contrary to the Local 910.762.9878 be applied to the component. and sealed, the structural design is approved as shown in this drawing limits set tonh hereon.negales any express warranty of the product and LP disclaims National Wats 800.999.9105 Design Criteria based on data provided by the customer. LP LVL and CTR, LP I- joists are all implied warranties including the implied warranties of merchantability and fitness 9 made without camber and Will deflect under bad. Wood in direct contact for a particular use. The design and material specified are in substantial with concrete must be protected as required by rode. Continuous lateral conformity with the latest revisions of NOS and AITC.' support is assumed (wall, floor beam. etc.). LP does not provide on -site DWG # Dead load deflection includes adjustment factor for creep. inspection. This drawing must have an Architect's or Engineers seal afixed ' A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR Total load deflection is instantaneous, to be considered an Engineering document. LP is a registered trademark of Louisiana - Pacific Corporation. SHEET # File: J:l_ComEWP\10\Pacific Lumber,Knoll at Tigard\Typ Corridor Joist.SPX f • , , Knoll li Llgarc I ypical Apartment Header International Wood Products / Jon Sumpter 2010.3 Allowable Stress Design NOTE: LOAD TABLE ( I PLY 3.500 X 11.875 (P LVL2250Fb - 1.5E 1 DESIGN CRITERIA : V SI: 0.31 VSI: 0.34 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY THE VERTICAL LOADS SHOWN VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES RSI: 0.31 LOADING, DEFLECTION LIMITATIONS, FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LIVE LOAD = 40 PSF METHODS. WIND AND SEISMIC BRACING, AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD = 22 PSF LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP /SIDE LOAD FROM TO LOAD LDF TOTAL LOAD = 62 PSF THE RESPONSIBILITY OF THE PROJECT ENGINEER FT- IN- SX FT - IN -SE OR ARCHITECT. UNIFORM FLOOR LIVE SIDE 488 PLF 00 -00 -00 07 -04 -00 1.00 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD SIDE 269 PLF 00 -00 -00 07 -04 -00 0.90 FLR LEFT SPAN CARR. : 11.83 FT LATERAL STABILITY. UNIFORM BEAM WEIGHT 12 PLF 00 -00 -00 07 -04 -00 0.90 FLR RIGHT SPAN CARR. : 12.58 FT 3. 00 NOT CUT, NOTCH OR DRILL LP LVL. 4. SHIM ALL BEARINGS FOR FULL CONTACT. WARNING NOTES. DEFLECTION CRITERIA : 5. VERIFY DIMENSIONS BEFORE CUTTING LP LVL LIVE LOAD DEFL: L / 2200 TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L -P ENGINEERED WOOD PRODUCTS. TOTAL LOAD DEFL: L / 1400 6. THIS LP LVL IS TO BE USED AS A FLOOR BEAM ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP I- JOISTS IS 17. COMPRESSION EDGE BRACING REQUIRED AT STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW CODE COMPLIANCES : EACH END OF COMPONENT. BY A DESIGN PROFESSIONAL. REPORT tl ICC -ES ESR -2403 MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL L.A. City RR - 25167 BEAM AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, NOD 1214f ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS CCMC 11518 BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. ANCHOR LP LVL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS. 488 488 269 269 Lc SUPPORT REACTIONS (LBS) : 11.875 MAXIMUM B EAR I N G NUMBER } 1 2 1 3.500 DOWN 2819 2819 UPLIFT - -- - -- CROSS SECTION MIN BEARING SIZES (IN -SX) 3- 8 3- 8 MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.04" 0.04" =DEAD LOAD 0.03" .1, 7- 4- 0 1, TOTAL LOAD 0.06" 0.06" "' THIS DRAWING IS NOT TO SCALE "' Handling & Erection Miscellaneous Information LP LVL, LP LSL and CTR. LP I -Joist Specifications Software Provided By: 06/01,10 this component shall be specified by the designer of the ' Su IBC Temporary and permanent bracing for holding component The use of Pe Y V Supports and connections for LP LVL, LP LSL, CTR and LPI to be specific applications. LP Engineered Wood Products plumb and for resisting lateral forces shall be designed and complete structure . Obtain all the necessary code compliance approval and • Common nails driven parallel to glue lines shall be spaced a minimum of 4" for 10d 414 Union Street, Suite 2000 installed by others. No loads are to be applied to the instructions from the designers of the complete structure before using this and 3' for 8d. component until after all the framing and fastening are component. If the design cnteria listed above does not meet local building ' Do not cut, notch, drill or alter LP LVL. LP LSL and CTR, LP I- Joists except as shown Nashville. TN 37219 completed. At no time shall loads greater than design loads code requirements, do not use this design When this drawing is signed in published material from LP any use of LP LVL, LSL and CTR, LP I- Joists contrary Phone 800.515.7570 be applied to the component. and sealed, the structural design is approved as shown in this drawing to the limits set forth hereon negates any express warranty of the product and LP Fax 866.753.4369 Design Criteria based on data provided by the customer. LP LVL, LP LSL and CTR, LP disclaims all implied warranties including the implied warranties of merchantability l9 I- joists are made without camber and will deflect under load. Wood in direct and fitness for a particular use. The design and material specified are in substantial contact with concrete must be protected as required by code. Continuous DWG # confomrity with the latest revisions of NDS' Dead load lateral support is assumed (wall, floor beam, etc.). LP does not provide deflection includes adjustment factor for creep. Total load on•site inspection. This drawing must have an Architect's or Engineers seal ' A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR SHEET # deflection is instantaneous. affixed to be considered an Engineering document LP is a registered trademark of Louisiana - Pacific Corporation. File: J:1_ComEWP1101Pacrfc Lumber'Knoll at Tigard\WOODE.SPX • Dbl Joist . OR International Wood Products, LLC 2007.1 Allowable Stress Design MST: 0.73 NOTE: LOAD TABLE 2 LPI 18 DEPTH 11.875 " DESIGN CRITERIA VsI: 0.43 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY WEB: 0.375" NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES THE VERTICAL LOADS SHOWN VERIFICATION OF FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. FLANGE 1.50 X 2.50 LIVE LOAD 40 PSF LOADING, DEFLECTION LIMITATIONS, FRAMING DESIGN CONSISTS OF 2 - PLIES FASTENED DEAD LOAD = 22 PSF METHODS, WIND AND SEISMIC BRACING, AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) TOGETHER (REFER TO NOTES) . TOTAL LOAD = 62 PSF LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP /SIDE LOAD FROM TO LUAU LDF THE RESPONSIBILITY OF THE PROJECT ENGINEER FT -IN -SX FT -IN -SX [ SPACING = 24.00 IN. C/ OR ARCHITECT. UNIFORM FLOOR LIVE TOP 80 PLF 00 -00 -00 17 -02 -00 1.00 2 PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD TOP 44 PLF 00 -00 -00 17 -02 -00 0.90 DEFLECTION CRITERIA LATERAL STABILITY. LIVE LOAD DEFL: L / 480 3. DO NOT CUT, NOTCH OR DRILL LPI FLANGES. WARNING NOTES: TOTAL LOAD DEFL: L / 240 4. SHIM ALL BEARINGS FOR FULL CONTACT. 5. VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L -P ENGINEERED WOOD PRODUCTS. 6. THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP I- JOISTS IS 7. PROVIDE LATERAL BRACING FOR THE TOP FLANGE STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW CODE COMPLIANCES AT 34" 0.C. OR LESS. BY A DESIGN PROFESSIONAL. REPORT I 8. PROVIDE LATERAL BRACING FOR THE BOTTOM ICC -ES ESR -1305 FLANGE AT EACH END OF COMPONENT. MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI WISCONSIN 200405 -W JOIST AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, NOTE FOR DOUBLE LPI ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS JOIST IS CAPABLE OF SUPPORTING THE REACTIONS. A. CONNECT DOUBLE LPI USING 2X6 + 5/8" OSB FILLERS FULL LENGTH OF JOIST. FOR JOISTS ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. THAT ARE TOP LOADED ONLY : FILLERS NEED ONLY BE LOCATED AT EACH SUPPORT AND AT 8' ON L -P COMPONENTS ARE MANUFACTURED WITHOUT CAMBER. THEREFORE IN CENTER MAX. FILLERS MUST BE AT LEAST 4' LONG. ADDITION TO COMPLYING WITH BUILDING CODE DEFLECTION LIMITS TOP LOADS MUST BE APPLIED TO BOTH I- JOISTS. OTHER DEFLECTION CONSIDERATIONS SHOULD BE EVALUATED BY PROJECT B. PROVIDE 4' LONG FILLERS AT ALL DESIGNER, SUCH AS VIBRATION, BOUNCE, AND AESTHETICS. CONCENTRATED LOADS. CENTER FILLER ON LOAD. C. FASTEN FILLERS THROUGH LPI WEBS WITH 2 ROWS OF 8d(2 -1R ") NAILS AT 12" OC FROM BOTH SIDES STAGGER ROWS AND CLINCH WHERE POSSIBLE. D. MAXIMUM SIDE- APPLIED LOADS FOR STANDARD DURATION: UNIFORM LOAD = 260 PLF, CONCENTRATED LOAD= 1000 LBS. LOADS CAN BE DOUBLED FOR NAILS AT 6" OC, TRIPLED FOR NAILS AT 4" OC, ETC., AND MAY BE ADJUSTED FOR OTHER LOAD DURATIONS. E. FLOOR SHEATHING TO BE NAILED TO FLANGES OF BOTH I- JOISTS. eo ao J 44 44 T AA [0 SUPPORT REACTIONS (LBS): 11.875 MAXIMUM BEAR I N G NUMBER �c Y 1 2 mi 2.500 DOWN 1064 1064 UPLIFT - - - - -- CROSS SECTION MIN BEARING SIZES (IN -SX) 1- 8 1- 8 MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.33" 0.43" *DEAD LOAD 0.27" \ 17- 2- 0 TOTAL LOAD 0.52" 0.85" "' THIS DRAWING IS NOT TO SCALE "" s Handling 8 Erection Miscellaneous Information LP LVL and CTR, LP I -Joist Specifications Software Provided By: 04/29/10 UBC ' 97 Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the • Supports and connections for LP LVL and CTR. LP I- Joists to be specific applications. LP Engineered Wood Products plumb and for resisting lateral forces shall be designed and complete structure. Obtain all the necessary code compliance approval and • Common nails driven parallel to glue lines shall be spaced a minimum of 4" for 10d 2706 Highway 421 North installed by others. No loads are to be applied to the instructions from the designers of the complete structure before using this and 3" for 8d. component until after all the framing and fastening are component. If the design criteria listed above does not meet local building • On not cut, notch. drill or alter LP LVL and CTR, LP 1-Joists except as shown in Wilmington, NC 28401 completed. Al no time shall loads greater than design loads code requirements, do not use this design. When this drawing is signed published material from LP any use of LP LVL and CTR. LP I- Joists contrary to the LOCal 910.762.9878 be applied to the component. and sealed, the structural design Is approved as shown In this drawing limits set forth hereon,negates any express warranty of the product and LP disclaims National Wats 800.999.9105 Design Criteria based on data provided by the customer. LP LVL and CTR, LP Hoists are all implied warranties including the implied warranties of merchantability and fitness made without camber and will deflect under load. Wood in direct contact for a particular use The design and material specified are in substantial with concrete must be protected as required by code. Continuous lateral conformity with the latest revisions of NOS and AITC.' support is assumed (wall, floor beam. etc). LP does not provide on -site DWG # Dead bad deflection includes adjustment factor for creep. inspection. This drawing must have an Architect's or Engineer's seal afixed • A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR Total load deflection is instantaneous. to be considered an Engineering document. LP is a registered Trademark of Louisiana - Pacific Corporation. SHEET # - File: J:\ ComEWP\IOIPacific Lumber'iKnoll at Tigard\Dbl Joist.SPX S,,_ t e ,20 /o ._ arm 3 3 , - Lill( CONSTRUCTION . Project Name: The Knoll at Tigard Submittal No.: 061000 -001 Revision #1 Specification Section: Rough Carpentry Submittal Structural Tie -Down System: Calc's, Description: Details, Shop Drawings Date: May 25, 2010 Architect: Carleton Hart Architecture Arch. Project No.: 20825 Contractor: LMC Construction Subcontractor: Rothchild Construction Supplier: Acme Manufacturer: Zone Four Drawing / Detail Reference: S1.1 Hold Down - Reviewed By: Clyde Zahn LMC Review Comments: No Exceptions Taken Action taken by Architect ,,,r, ,;'F.pr IV„rEI, DAAKE CORRE6TIONIODIri0 Li REJ El ': ED t_ REVISE MID ROMP Q • rNIS REVIEW is FOR GENERAL CONFORMANCE WITH UEBNW4 CONCEPT ONLY. ANY DEVIATION FROM MANS OR EPECIPICATIONII NOT CLEARLY NOTED BY THE CONTRACTOR HAS N01 BEEN REVIEWED. REVIEW SHALL NOT CONSTITUTE A COMPLETE HOCKOF ALL DETAILED DIMENSIONS OR COUNT OR SERVE TO (laita CONTRACTOR OF CONTRAC1 RESPONNIUNFOIMEI YI OR pEUTATpN FROIAcoNr _ _ = = — - -L a _ OONSULT IG3 l _ _ PORiLOII A Hardy Frame® Product Quick Connect Submittal Package To: Loyal From: Steven Helton Rothchild Construction Zone Four 31945 Corydon Road Lake Elsinore, CA 92530 Mobile: Mobile: (951) 442 -0401 Phone: (503) 522 -5574 Phone: (510) 351 -4370 Fax: Fax: (510) 567 -1676 Email: Email: shelton @zonefour.com Date: May 12, 2010 Subject: The Knoll @ Tigard Deliverables: (3) Sets of stamped calculations showing the design of the QC system that meets or exceeds project demand. Z4 Run sheets showing the quantity and project demand of runs with the corresponding QC Run names. (6) Sets of stamped elevations & details showing parts and installation configurations. If required: (6) Sets of placement plans showing the locations of the QC runs where different from those originally specified on the plans. If the QC run names are identical to the run names specified on the plans a placement plan is not required. Jurisdiction: City of Tigard Framer: Rothchild Construction (503) 522 -5574 Please review submittal package as part of your coordination with the construction documents and comment as necessary. Inform General Contractor of your receipt of the documents and forward to them for their use & approval. Prior to Zone Four submitting to the city we will need a copy of the front page and the structural sheets of the permitted set of construction documents along with the information required to pull permit on behalf of the Owner or Contractor (see below). General Contractor: Please review submittal package as part of your coordination with the construction documents and comment as necessary. Inform Engineer of Record of your receipt of the documents and forward to them for their use & approval. Prior to Zone Four submitting to the city we will need a copy of the front page and the structural sheets of the permitted set of construction documents along with the information required to pull permit on behalf of the Owner or Contractor (see below). Please provide plan checkers name, phone number, and plan check number. A Hardy Frames Product Engineer of Record: TM Rippey Consulting Engineers (503) 443 -3900 Please review submittal package as part of your coordination with the construction documents and comment as necessary. During your review if you should have any questions please call Steven Helton (951) 442- 0401. Please provide your shop drawing stamp on all of the sheets provided, including the calculation package. Keep a copy for your records. Inform Architect of your receipt of the documents and forward to them for their use & approval. If the Architect doesn't require review please call Zone Four and we will pick up and process through the local jurisdiction. Architect: Carleton Hart Architects (503) 243 -2252 Please review submittal package as part of your coordination with the construction documents and comment as necessary. Once your review is complete please call Zone Four and we will pick up and process through the local jurisdiction. Owner /Contractor Permit Information: When required by a local jurisdiction the permit process requires a notarized authorization letter from either the owner or registered contractor authorizing Zone Four to pull a permit for the project along with a copy of the owner or contractor's City Business Tax License, a copy of owner or contractor's valid contractor's license, and copy owners or contractor's Worker's Compensation Certificate addressed to the State of CA Contractor's Board. Thank you for using Zone Four and please let us know if we can facilitate this process further. Sincerely, Steven Helton. P. A Hardy Frame Product Quick Connect Calculations Continuous Rod System Deferred Submittal Date: May 12, 2010 Project Name: The Knoll (a. Tigard Project Address: SW Hall Blvd. & SW Hunziker St. Tigard, OR 97223 Submittal Package: The following Quick Connect Calculations are provided along with the detail and elevation sheets as a deferred submittal to the tie -down system specified in the construction documents. These documents have been submitted to the Engineer of Record and bear their shop drawing stamp as an accepted specification. For evaluation reports please refer to ICC ESR No. 2190 and /or Los Angeles RR No. 25623. Deferred Submittal: Continuous Rod System (Zone Four Quick Connect (QC)): • Overturning forces are transferred from the structural sheathing to the wood posts. • Shearwall overturning forces generate tension and compression loads at opposite ends of the shearwall. • Compression loads accumulate in the wood posts from the top to the bottom level. If the EOR specifies the compression load Zone Four will include in the design. • Uplift (tension loads): wood posts push up and are resisted by the bearing plates above. The tension load specified by the EOR is included as the basis of the Zone Four Design. • Cinch Nuts (CN) transfer load from the bearing plate to continuous rod per level. • Tension loads are accumulated in the rod • CN provided perpetual shrinkage compensation. ZONE FOUR a Rq Pape 1 of 4 I ,1RED P „. Rav 4 Pre( a Phone ( woo 32 - 4, Pens, CA 92570 Z4 Quick Connect "liie/Hold -down" System for the 2006 IBC (DF-L) I ' ; Dale 511272070 0rs4"r 614 10/3111 Phone (900) 6J2�144 ► 1709 1 Project Name : The Knoll @ Tigard � ded Lumber ( see sht 1A) E00 Address: SW Hal Blvd. & SW Hunzker SL - Tigard, OR 15 ,Ilowable Stress Increase = 1.00 4 1 2 3 4 i 6 7 8 9 10 11 12 13 I♦ IS 16 17 19 20 21 A�, 248 8 CG6'' 41 � 26 28 29 37 32 34 35 39 37 39 30 "�4L0 s. eE� Post I. TIC Loads Hold -down, ATR 4 CN i 19 - - i Wood Posts FF FD Accumulated Per Level g , LD I MLC n ? e w _ (Grades selected on appendices sheet 1A) p o m c = L a u Z. V a E u E 3 Z o c m t r0 a a o e e 8 °' n v a o L' m o. c 1 .°. lu -1 ° ` p °o . z c E m o 3 c a ;, e) Vi o ;� � s� � s o a � 2 a - to „ g F-g n E ii V a. O r `m m _ d - - u n m a m - 3= a a ASTM o 3 n g b i .0 C c o t 3 = E m t N t:r a y e m o- = 0 o a t 3 LL K ° F. P. c E !'. 'p 3 0 o to . d E w „, u- 3 fi v 4 O ° n o. S a LL X e t E c LI I e $ e c $ " e: 9 $ - a d „ ^ e v v si Er, LL LL ' ¢ u E _ c a t E v y • 6 ( In) (in) (in) (Ibs) I (Ms) I I (lbs) I (lbs) fibs) (Ibs) (in) (in) (in) 0.200 U O (in) DF -L (Ibs) (Iba) c7 u a (Ibs) (Ibs) (Ibs) (lbs) (Ibs) Run Name : Quantity : Notes : - - 3.5 0 _ 5 0 0 0 I 51/7 I D I 4 D 0 J 0 i 5.5/7.5 , 3.5 0 3 0 I 0 0 5.517,5 7.5 0 - 2 0 0 0 5 ,5/7.5 3.5 0 1 0 D i 0 0 5.517.5 Run Name : 8 I Quantity : 2 Notes : 0 0 0 0 3.5 0 _- 0 5 0 0 0 0 0 5.517.5 5000 1,5001 5,0001 PW5 5 5,000 6,67 436 98 98 0.022 OK 578 6,673 3'5 i No,2 I 2,200 I 700 1 - 2x4 1 - 2x4 i 5,906 2,728 2,728 5455 I 4 114 ,- 98 1,500 5000 D 5,000 PW5 5,000 5,517.5 No.2 1 - 2.6 1 - 2:6 9,281 13,158 13,156 26913 12 6673 3,000 5,000 1 MI5 5,000 3.5 �I No.2 2 - 2:4 1 - 2x4 8,859 5,508 2,754 8261 3 114 - 97.5 4,500 6673 0 5,000 PW5 5 5,000 6,673 A36 114 0 0,078 OK 518 6 5.577.5 No. 5,500 300 1 • 2z6 1 - 2z6 9,281 13211 13,211 26422 12 9960609 9 4,000 5,000 PW 5 5,000 3 2:4 2 2z4 14,766 8,261 5,508 13769 D 5,000 PINS 5,000 5.517. 2 114 - 97.5 8,500 6 9,609 A36 114 0 0.100 OK 374 23,420 3'5 5 No. No, 2 2 11,600 -- 2100 2 2x6 1 2x6 19,922 28,422 13,211 39633 12 17082 7,000 7,000 PW7 7,000 3.5 No.2 2 4X4 2 4X4 27,563 10,333 10,333 20666 1 126 109.5 15,500 17082 0 7,000 PW7 8 7,000 17, A7 126 D 0.111 OK 1 42,190 5.517.5 No.2 19,700 - 1100 7 216 2 2,6 23,203 35,574 23,715 59259 Run Name : 5 Quantity : 26 Notes : D o 0 0 3.5 D 0 - 5 �- 0 0 D 0 0 5.5/7.5 0 5000 1 1,500 5,000 PW5 5,000 3.5 1 No.2 1500 1 - 2:41 1 - 2x4 5,906 i 2,728 2,728 i 5455 4 114 -- 98 1,500 5 6,673 436 98 98 0.022 OK 5/8 6,679 3,000 5000 0 5,000 PW5 5,000 5.517.5 No,2 1 • 2z6 1 - 2x6 9,281 13,156 13,156 26113 12 6673 1 1 3,000 5,000 PWS 5 ,000 1 No.2 J O 5,000 PW5 5,000 2 - 2z4 1 - 2x41 8.059 5,508 2,754 8261 3 114 6673 97.5 4,500 5 6,673 476 114 0 0.078 OK 5/8 6,673 5.517.5 No. 2 6,000 1 - 2z6 1 - 2:6 9,281 13,211 13,211 26422 12 , 3.5 No.2 2 2x4 2 2x4) 11,819 5,505 1 5,508 I 11015 I 2 114 -- 9609 97$ 8,500 4000 5,000 PWS 5,000 6 9,609 A36 114 0 0,100 OK 3/4 23,420 5.517.5 No. 2 10,400 9609 0 5,000 PW5 5,000 400 2 2x6 1 2x6 13,922 26,422 13211 30831 12 17079 , J,5 No.2 2 4X4 1 4X4 20,672 10,333 5,166 15499 1 128 109.5 17,000 17079 1,500 5,000 PWS 0 5,000 PW5 7 5000 5,000 13,079 A36 126 0 0.112 OK 71d 32,670 5.517.5 No. 2 75,500 - 400 2 2z6 2 2x6 18,563 23,716 23,715 47431 Capacities versus demands are considered okay if within 3% and elongations versus Wits are considered okay If within 5 %. • • ZONE FOUR 611 2 n1 4 23447 6*1cc Rcnd, Perth, CF 92570 I I 014 4 Proj x Z4 Quick Connect'TielHold down" System for the 2006 IBC (DF - L) Dale 5/1222010 Dea�9ou 5H Phone (800) 432-9444 10131/2009 Project Name : The Knoll @ Tigard I Fire Treated Lumber ( see sht 1A) Address: SW Hal Blvd. & SW Hunzker St. - Tigard, OR ASD Allowable Stress Increase = 1.00 1 2 3 4 5 6 7 9 9 10 11 12 13 14 IS 16 17 18 19 20 21 22 23 24 25 26 25 29 31 32 34 35 36 37 38 39 TfC Uplift Loads Post I. Hold -down, ATR & CN Wood Posts FP FD Accumulated Per Level LD MC e a (Grades selected on appendices sheet 141 r .. 13 S 5� = s -.7 a 2 = e r F = ° E V_ f E 3= a o o ° a: m w h 0, 0 0 0 n, a "' 0 3 t O a °' o w o ;_i 0 ` v o _ a ,0 w u 8. o. 0 0° n a c • o. o Vn o ~LL c °m o Y 1? .f, m co s a g a 9 g 1 -„ a F c u Z v r y o v n o ] dF fi a ^ a O EO 2 1 v EP 1n ti `o o ` o o a. E B. a o t o ATR ASTM ° 1n a v a to o ^ t=4a 0 E O W 8 , a c 4, ,, EPcn Cap > ° K a o m t. E O O i S t .0 5 f 4, Spec ea g l a a L m m U ei 3 E E m - u E a c F Cap . z Q S .:+ Y @J LL € ° c F E E o'_ 9! p o o o.w n 5, n ";',1 �' o m v r3 o 5 o f E E O O o ae o U p u z� o ° o u 1g v N "m t= °o ° o x N o c u a 0- 1: `0 1u g V B a a a a a . °_ a" 0 a 0, 1L E N a Q V z - Q o E V (in) (in) (in) (Ibs) (Ibs) (Ibs) (Ibs) (Ibs) (Ibs) (in) (in) (in) 8.200 c3 0 (In) DF -L (Ibs) Ohs) C u a: (lbs) (Ibs) (Ibs) (Ibs) (Ibs) Run Name : 4 [ Quantity : 18 Notes : D 0 D D 3.5 0 0 5 0 0 0 0 0 5.5/7.5 0 5000 i 1,500 i 5,000 ( PW5 5 1 - 264 1 - 284 5,906 2,728 2,728 5455 4 114 98 1,500 5 6,6 436 3 98 98 0. OK 5/8 6 ,673 . N a. 2 2,600 1100 1 206 1 .2x6 9,201 13,156 13,156 26317 5000 0 5,000 PW5 5,000 5.5/7.5 No.2 12 6673 1.5e0 1 5,000 1 PW5 5,000 3 .5 No 2 - 204 1 - 204 8,859 5,508 2,754 6261 3 114 --- 97.5 3,000 6673 0 5,000 PW5 5 5,000 6 A36 1 14 0 0.05 OK 5/8 6,673 5.5!7.5 No,2 6,600 2500 1 286 1 - 206 9,281 13211 17,211 26422 12 6673 2.500 5,000 PW5 5,000 3.5 No.2 1 404 1 4X41 13,781 I 6,425 ) 6,425 12951 2 114 - 97.5 5,500 5 6,673 A36 114 0 0.095 OK 5/8 6,673 12,000 2990 O 5,000 PW5 5,000 5.5/7.5 No.2 2 2x6 1 206 17,922 26,422 13,211 39633 12 6677 3.5 No.2 2 404 2 404 27,561 10,333 10,333 20666 1 126 -- 109.5 8,000 9609 2,500 5,000 PWS 6 $,DO 9,609 436 126 0 0.104 OK 3/4 23,420 1 6 , 5 00 - 2000 9609 5. . 0 5,000 PW5 5,000 5175 No , 2 2 2x6 2 206 18,561 23,716 23,716 47431 Run Name : 3 Quantity : 12 Notes : 9 0 0 0 3.5 0 0 5 -- o 0 0 0 0 5.5)7.5 Ell SOOD 1,000 5,000 I PW5 5,000 3.5 No 2 J 1 - 2x4 1 - 2x4 -��- 4 - 114 .-- 98 1,000 5 6,673 A]6 98 !8 0. 014 OK 5)8 6 , 61 3 2,000 1000 1 - 2x6 1 - 2x6 9 13,156 13,150 26313 5000 0 5,000 PWS 5,000 5.5!7.5 No, 12 6671 ( 500 5,000 [ PWS 5,000 3.5 No.2 J 2 - 244 1 • 284 - 8,859 5,508 2,754 8261 1 114 -- 97.5 1,500 6673 0 5,000 PW5 5 5,000 6,673 A36 114 0 0.026 OK 5/8 6,673 5.5/7.5 No.2 4,000 1500 1 286 1 • 246 9,281 13,211 13,211 26422 12 6673 6673 1,000 5,000 PW5 5,000 3 . 5 No J 300 0 5,200 PW5 2 204 1 294 - 8.859 5 2 8261 - 2 - 114 97.5 2,500 5 , 5,000 5.517.5 No.2 6,673 A36 114 0 0.043 OK 51 6677 B4ODD / 286 1 286 - 9,281 13,211 13,211 - 26422 12 6671 1,500 5,000 PW5 5,000 3.5 No.2 2 404 1 404 20 10,333 5,166 15499 1 - 126 109,5 4,000 6673 0 5,000 PW5 _ 5 5,000 6,673 A36 126 0 0.076 OK 5/8 6,673 5.5)7.5 No.2 13.000 - 3500 2 266 1 286 13,922 23.716 11,858 35574 Run Name : 2 Quantity : 35 Notes : 0 3.5 D 0 5 0 0 0 0 5.5)7.5 0 1 0 0 7.5 g ) 1 0 I ) 4 114 - 109.5 0 0 0 5.5/7.5 0 12 5 00 3,000 5, 00 1 P445 5,000 3.5 No. 2 J 2 - 204 1 - 2x4) 1 8,859 5,508 2,754 I i 8261 3 114 - 97.5 3,000 5 00 0 5, 00 PW5 5 S,ODO 6 436 98 N 0.044 OK 5/8 6,673 5.5(7.5 Na.2 6,600 3600 1 - 286 1 - 206 9,281 13,211 11,211 26422 12 5 6 77 2,500 5, OD PW5 5,000 3 .5 . No.2 1 404) 1 464 13,781 8,425 6,425 1 12851 2 114 -- 97.5 5,500 6,673 436 114 0 0.095 OK 5/8 6,673 12,000 - 2900 O 5, 00 PW5 5,000 6 77 55175 No. 2 2 286 1 206 13,922 26,422 11,211 39033 12 No.2 2 4X4 2 404 27,563 10,333 10,333 20666 1 126 - 109.5 8,000 9 09 2.500 5, 00 PW5 6 S,ODO 9,609 436 126 0 0.104 OK 3/4 23,420 16,500 - 2000 9 09 0 5, 00 PW5 5,000 5.517.5 No. 2 2 286 2 206 18,563 23,716 23,716 47431 Capacities versus demands are considered a ay if within 3% and elongations versus Fmits are considered okay it within 5 %. • • ZONE FOUR Pape 3 of 4 23447 Copko Road, Perris, CA 92570 f "Tie/Hold 1 009 4 Pmt* Z4 Quick Connect System for 2006 IBC (DF - L) I seta 5/12/2010 Demgner 1111 Phone (800)4J2dCA4 10131/2008 Project Name : The Knoll 0 Tigard I Fire Treated Lumber ( see sht 1A) I Address: SW Hal Blvd. & SW Hunzker St. - Tigard, OR ASD Allowable Stress Increase = 1.00 1 2 3 4 5 6 7 8 9 10 II 12 13 14 IS 16 /7 18 19 20 21 22 23 24 25 26 26 29 31 32 34 35 38 37 38 39 Post I. TIC Uplift Loads Hold -down, ATR & CN Wood Posts FF FD Accumulated Per Level LD MLC w O -2 m ° 5 (Grades selected on appendices sheet 1A) m - z ~ c° ° c e 5 E m v° 22 w m il i. z m u aE U E 3 Z ° ° c x E C w a o G d 9 0 O N T 3 C G C g2 «W J° G' ra m m y E " D C t q C i 1 II( EPreCaP LL a it ,, g 6 C E K m 6 ° mm > o° vi r O O U J N I m U U U V 0 o k C ° m E c y t- n u B e og 4i ° z `o v i m -' ° m d ^ . o a z u ; a ° n C a - LL t° O = of U S = c_ rt G E (in) (in) (in( (Ibs) libel (Ibs) (Ihs( (lbs) (Ibs) (in) (in) (In) 0.200 0 O (in) DF-L libel libel O tJ ¢ (Ibs) (Ibs) libel (Ibs) (Ibs) Run Name : 1 Quantity : 4 Notes : 0 3.5 0 5 0 0 0 0 5.517.5 ) 0 3.5 1 0 I 1 4 114 - 109.5 0 0 0 0 5 .5175 12 0 0 3.5 ) 0 I 1 I 3 114 ,-- 97.5 0 0 0 5.517.5 12 0 3.5 ) ( 2 114 - 97.5 0 0 0 0 0 5.5!7.5 12 00 2,000 5, 00 PW5 5,000 3.5 No.2 o. 2 2 244 1 2x4 8, 59 4,428 2,214 6643 5 00 1 126 109.5 2,000 5 0 5, DO PW5 5 5,000 6 A36 65 6 0 OK 518 6,673 5.5!7.5 N .o.. 3700 1 2.6 1 2:6 _ 9, 81 71,856 17,858 23776 Run Name : 0.5 Quantity : 13 Notes : 0 3.5 0 s 0 0 0 0 5.5175 1 0 3.5 1 0 I 1 ) 4 114 109.5 0 0 0 0 5.517.5 12 I 0 1.5 0 I 3 114 -- 97.5 0 0 0 0 5.5175 - 12 0 3.5 0 I 2 114 97.5 0 0 0 0 5.517.5 12 6 6,000 7.5 No.2 2 2x4 1 204 8, 59 4,428 2214 6643 1 126 109.5 6,000 6 00 00 1.050 6, DO PW6 0 6, DD PW6 5 6,000 6,571 A]i 65 65 0.059 OK 5/8 6,673 5.5175 No. 6,800 800 1 2x6 1 2x6 9, 81 11,858 11,858 23716 Run Name : 6 Quantity : 6 Notes : 5 0 0 - 0 0 0 3,5 5 5 0 5.5!7. 0 4 114 98 1,000 5000 1,000 5,000 i PWS 1 155.000 6, 436 98 98 0 OK 518 6,673 3.5 No -2 1,800 - 000 1 - 2x4 1 - 2x4 ) 5,906 2,728 2,728) 5455 5000 0 5,000 PW5 5,000 5 . 51 7.5 No. 2 1 - 2118 1 - 2x6 9,281 13,158 77,750 28]1] 3 114 ■ 97.5 2,000 6671 1,000) 5,000) PW5 I 5 5,000 6,673 A31 114 0 0.074 OK 010 6,673 3.5 No.2 4,800 2000 2 - 2x4) 1 - 2x4 0 5,000 PWS 5,00D 5.5/75 No.2 ) 8,859 5,508 2,754 8261 I 6673 1 2x6 1 - 2 :6 9,281 13,211 13,211 26422 2 114 -2 97.5 3,500 6673 1,500 5,0001 PW5 I 1 3.5 ) No.2 2 2x4 1 2:4 I, 8,859 5,508 1 2,754 8261 I 5 5,000 6 A36 114 0 0.060 OK 518 8,673 6,100 671 0 5,000 PW5 5,000 5.5!7.5 No.2 1 246 1 2x6 9,281 13,211 13,211 28422 12 6 1 126 - 109,5 0 0 0 0 0 0 5.517.5 0 0 0 0 0 0 Capacities versus demands are considered okay If within 3% and elongations versus lints are considered okay if vnthin 5 %. • ZONE FOUR Page 4 of 4 23447 5 Reed. Penis, CA 92570 1 I Rev 4 Prol a Z4 Quick Connect "Tie/Hold System far the 2006 IBC (OF - pate 5112/2010 D..gner 8H Phone (sop) 432-4444 10/31/200B Project Name : The Knoll @ Tigard I Fire Treated Lumber ( see sht 1A) Address: SW Hal Blvd. & SW Hunzker St. - Tigard, OR ASD Allowable Stress Increase = 1.00 1 2 3 4 5 6 7 n 0 10 II 12 13 10 16 16 11 In 16 20 21 22 23 24 25 28 28 29 31 32 34 35 36 37 38 39 Post I. TIC Uplift Loads Hold -down, ATR & CN Wood Posts FF FD Accumu Per Level MLC n (Grades selected on appendices sheet 1A) _ Z LO • n J Y c :e_. Z ° a n N s .c°. 9 c c g g v a_° • Sr in c ° a E r°1 r Z ° v m °c E rn w a° 0 0 L• o d w m; ' O ` m n $ Y on « j o v ° m z i c a a a ° n e a ° 0 2LL ;w o re YY a E y o w ° O « Y $ 1 " O Y O w O LL « m O o Y y L 6 y am. J w q •p 9 t- ti m c _ ° n c ._ E O E rn o o e ` .. LL _ r c E S. , LL 3 = H a n ATR ASTM .. H a f3 a m o n F b r q E a E i, U V1 o g a EP" : c •. 2P Cap 7 i 'd 1Y .. „ o V • 6.2 " a E . L' S c �.� y M m N o a Ti. °' = U m u E °• a F Cap a rc i • f o n E S - g LL ,,° i 1; ° c- ° n o >m d 5 °m - v'" ?� v E � o 'er O a c a n 0 1i o° f E E U FE- a U 1, u z `o a ° s .0 ° ° o 0 0 0 o g c ° 'c a c c w c a r a a v a n •.2 o a a 0 2 e a` w O a v Ti Z c a o o ° v (In) (in) (in) flbs) (Ibs) (Ibs) (Ibs) (Ibs) (Ibs) (in) (in) (In) 0.290 0 0 (in) DF-L (Ibs) (Ibs) c2 O a (Ibs) (Ibs) (lbs) (Ibs) (Ibs) Run Name : 7 Quantity : Notes : 3.5 0 5 0 0 0 0 0 0 - D 0 0 0 5.517.5 0 4 114 98 1,500 5000 ) 1,500 5,000 PW5 5,009 3.5 No, 2 1 - 2x4 • 244 j 5,906 2,728 2,728 5455 ; 6 6,673 A76 98 98 0.022 OK 5!8 6,677 12 5000 0 5,000 PWS 5,000 5.517.6 No.2 1,000 700 1 • 2x6 - 2x6 9,281 17,156 13,156 26313 3 114 97.5 4,500 6673 5 3,000 5,000 PW5 5,000 3.5 No.2 2 - 2x4 - 2x4 0,859 5,508 2,754 8261 - 12 6673 0 5,000 PWS 5,000 6,677 A36 114 0 0.078 OK SfB 8,877 5.517.5 No.2 4.800 1 - 2x6 - 2+8 9,281 13,211 17.211 28422 2 114 97.5 8,500 0609 4,000 5,000 PWS 5,000 3 . 5 No 1 4x4) 4x4 13,781 6,425 6,425 12851 6 9 A36 114 0 0.100 OK 314 23,420 11,300 - 2500 12 9609 0 5,000 PW5 5,000 0 5. N o. 2 2 2.6 2x6 13,922 26,422 13,211 39633 0 0 3.5 0 1 126 -- 109.5 0 0 0 0 0 0 0 _ 5.517.5 Run Name : .75 Quantity : Notes : 3,5 5 0 0 D 0 1 0 0 5.517.5 O 1 0 0 l 0 0 3.5 0 - 1 ) 1 d 114 109.5 0 0 0 0 0 5,517.5 72 0 0 I 0 3.5 0 __ 1 ) j 3 114 •,.---- 97.5 0 D 0 0 li 0 5 .5173 12 5000 � 2,000 5,000 PW5 5,000 3.5 No. 2 1 - 2x4 1 - 2x4 5, 06 2,754 2,754 5508 2 114 97.5 2,000 ,673 A36 98 98 0.029 OK 518 6,673 2,800 - 800 5000 0 5,000 PW5 5,000 5.517,5 No.2 1 - 2x6 1 - 2x6 9, 81 13,211 13,211 28422 12 6643 2,500 5,000 PWS 5,000 3.5 f No.2 2 2x4 1 2x4 8, 59 4,428 2,214 6643 1 126 -- 109,5 4,500 6673 D 5,000 PWS 5 5,000 6,673 A36 126 0 0.086 OK 5/8 6,673 5.517.5 No.2 5,800 500 1 2x6 1 2x6 9, 87 11.858 11.858 23716 Run Name : Quantity : Notes : - 0 3.5 8 __ 5 �_ 0 0 0 0 5.'S5� i I 4 0 ' 0 ( 0 0 5.3..5 0 - 0 3.5 0 __ ) i g _� 0 0 0 0 5.517.5 0 j 2 0 0 0 0 5.5/7.5 7.5 1 0 0 0 0 5.5..5 0 Capacities versus demands are considered o ay if within 3% and elongations versus Amts are considered okay if within 5 %. ZONE FOUR We 1001°0° Epr 0FN Phone RO) 432.4444 Pe.. CO 93570 Pape 1499 Pnone leoo� azeax4 Z4 Quick Connect Tie /Hold -down' System for the 2006 IBC (Fire Treated Lumber) I TABLE 1 - Compression Design Capacities or Wood Studs or Posts II DF-L Visually Graded Dimension Lumber (used flat wise at TP & CP posts) K, = 1.00 K = 0.30 J 0 = 0.80 I max L I b 0 50 1 P„ max may be multipted by C for bearings not nearer than 3" to the end of . member b r I. max I (inches) 1.50 2.50 3.50 5.50 0 6.00 C t (inches), length of bot in wood member' (in) (in) C, 1.25 1.15 1.11 1.07 1.00 Posts 2x4 304 4.4 6.4 804 10x4 12x4 2 b = width (depth) of wood stud or post, unblaced dimension. Grade No.2 No.2 No. 2 No.2 No. 1 No.1 No.1 3 C = load dure0on factor 1(1 post) 1.50 2.50 3.50 5.50 7.25 9.25 11.25 4 t = thickness (breadth) of stud or post, braced dimension A, /2 (In 5.25 8.75 12.25 19.25 25.36 32.38 39.38 3.5 F5 (psi) 1 post P „„ ,' 2.953 4,922 6,891 10,828 14,273 18,211 22.148 For SI, 1 inch = 25.4 mm, 1 pound = 4.45 N Capacity. Compressive Stress Parallel to Grain 562.5 Ell (2 posts) N/A N/A N/A N/A N/A N/A N/A Fire- Retardant- Treated Lumber Strength P,,,,„„ (Ibs) = Cp F," A, A (in) = b t 1.397 1,307 1.397 1,337 1,418 1,350 1.350 Design Factors (Douglas Fir) C, = Cr + (F,E / F,1] / 2 c) -11+ (F,E / F.")) / 2 or - [(Fa I F.) / op" ® r0(pa9 C =1.60 2,238 2,236 2,236 2,138 2,268 2,160 2,160 Manufacturer F,E = K,e E' / (I, / d)` K,E = 0.30 c = 0.6 E (psi) = 7.44E +08 744E +06 1.44E +08 144E+06 1.53E +08 1.53E+06 753E+06 Comp Peratel. F,,, 0.90 4= K. 1 K.= 1.00 1.1 d < 50 Comp Pere. F„ 0.60 d = b (member braced continuously on t axis, NDS, Appendix A.11.3) Tension Perak'. F 0.00 Bending. Modutus of 000 Elasticity, E Fasteners / Connector • 1.00 Posts 2x6 306 4x6 6x6 8x6 1006 1206 Posts 2x0 308 405 628 8x6 1028 1208 Grade No.2 No.2 No.2 No. 1 No. 1 No. 1 No.1 Grade No.2 No.2 No.2 No. 1 No.1 No. 1 No.1 8(1 post) 1,50 2.50 3.50 5.50 7,50 9.50 1150 0(1 post) 1.50 2.50 3.50 5.50 7.50 9.50 11.50 A, /2(in) 6.25 13.75 19.25 30.25 41.25 52.25 83.25 A, /2 (In 11.25 18.75 28.25 41.25 58.25 71.25 86.25 5.5 F (psi) 1 post P,,,,,' 4,641 7,734 10,028 17,016 23,203 29,391 35,578 F0, (psi) 1 post P. 6,328 10,547 14,766 23,203 31,841 40,078 48,516 5625 N/A (2 posts) N/A N/A N/A N/A N/A N/A N/A 7.5 562.5 N/A (2 posts) N/A N/A N/A N/A N/A N/A N/A ® 100 1.337 1,337 1,276 900 900 900 900 ® 1.00 1337 1.337 1,276 900 900 900, 900 F c F "c C .60 2,138 2,138 2,041 1,440 1.440 1440 7,440 C 60 2,738 2,138 2,1341 1,440 1.442 1,440 1.440 E psi) = 1.44E +06 1,44E06 1.44E+06 744E +06 1.44E+06 1.44E+06 1.44E+06 E (psi) = 1.44E+06 1.44E +06 1.44E+06 1.44E+06 1.44E+06 1.44E +06 1.44E+06 1 2 3 4 5 0 7 e e 10 11 12 13 14 15 18 11 18 19 20 21 23 23 24 TABLE 1A -2005 NDS DF-L Capacities Fire Treated Lumber b F F, F, I F,' (psi) F I F (psi) Cr (sae) for stud for stud width Stud 2 (psi/ (psi) 105 grade C = 1.80 1.10 grade C = 1.60 Post Sae (ir) Stud No. 2 No 1 No. 1 8 Btr Sel. Struct. Stud No. 2 No. 1 No. 1 6 Btr Set Struci. F F, Stud No. 2 No. 1 No. 1 & Bh Sel. Struct. Stud No. 2 No. 1 No. 1 6 Bb Set Shoot not 150 1.15 1428 2236 2484 2567 2815 792 1242 1458 1728 2160 850 450 304 1.50 1.15 1428 2236 2484 2567 2815 792 1242 1458 1728 2160 404 1.50 1.15 2236 2484 2567 2815 1242 1459 1728 2100 804 1.30 1.10 2138 2376 2455 2893 1078 1264 1498 1072 3.5 8 84 1.20 1.05 2041 2268 2344 2570 994 1168 1382 1728 10.4 1.10 1.00 1944 2160 2232 2448 911 1069 1287 7584 1204 1215 1350 1395 1530 517.5 607.5 720 900 1.00 1.00 1944 2160 2232 2448 828 972 1152 1440 E (psl)= 1.26E +06 744E+06 1.53E +06 1.62E+0B 171E +06 1.26E +06 144E06 1.53E+08 1.62E+08 1.71E+06 1.00 for shld 1.90 for stud grade grade 2x 1.30 1.10 1380 2138 2378 2455 2893 720 1076 1284 1498 1872 850 450 5.5 or 7.5 3x 1.30 1.10 1380 2138 2378 2455 2693 720 1076 1284 1498 1872 4x 1.30 1.05 2041 2268 2344 2570 1076 1284 1498 1872 Post/Timber No 2 No. 1 Dense No 1 SeL Struct. No. 2 No. 1 Dense No 7 Sel. Shoot No. 2 No. 1 Dense No 1 Sel. Struct No. 2 No. 1 Dense No 1 Set Shunt. 60 1.00 1.00 1006 1440 1720 1856 684 1189 1360 1440 90 1.00 1.00 1008 1440 1726 1856 684 1188 1368 1440 5.5 or 7.5 630 900 1080 1035 427.5 742.5 855 900 1.00 7,00 1008 1440 1728 1856 684 1188 1788 1440 100 121( 1.00 1.00 1008 1440 1728 1656 684 1108 1368 1440 E (psi) a 1.26E +06 1.17E006 1.44E +06 1.53E+0B 1.44E+08 1.26E+08 1.17E +06 1.44E+06 1.53E+06 1.44E +06 ZONE FOUR Date 10/31/2008 23447 Cajalco Road, Perris, CA 92570 Engr RFN Phone (600) 432 -4444 Page 2A of 3 I Z4 Quick Connect "Tie /Hold- down" System for the 2006 IBC TABLE 2 - Quick Connect Plate Washer ASD Capacities 1 2 3 DF -L No 2 min visually graded dimension lumber used for compression posts (see sht 1A) Fire Treated Lumber - plate thickness t °' °' w o N t ° U se n ASD stress - 6 . 0 L (6 C Q CO tin t ° 3 P m ° r a ° °' m `�° ° ` °' aU i ncrease `Hasher 3 72 17, 3 c c a a 3 ° a Q c , � Ca p acities Z a "— c is .c plate a) .rn CO o w T, S Q U Al a a v t 1.00 _ thickness a s D a n a t 3 Q ai - P 2 3 min t rQd used (in) (in) (in) (in) (in (Ibs) (Ibs) (in) (in -Ibs) (in) (in) PW5 3 3 1 1/16 8.11 5071 5000 0.998 307 0.261 1/4 PW6 31/4 3 3/8 1 5/16 9.62 6010 6000 1.185 438 0.312 3/8 PW7 31/4 3 7/8 1 5/16 11.24 7025 7000 1.435 641 0.377 1/2 PW9 31/4 5 1 5/16 14.90 9311 9000 1.998 1205 0.518 5/8 PW11 3.5 31/4 5 7/8 1 5/16 17.74 11088 11000 2.435 1838 0.639 3/4 PW15 31/4 7 3/4 1 5/16 23.83 14897 15000 3.373 3579 0.892 7/8 PW20 31/4 10 1/4 1 5/16 31.96 19975 20000 4.623 6686 1.219 1 1/4 PW25 3 1/2 11 3/4 1 5/16 39.77 24858 25000 5.334 8942 1.410 1 1/2 PW30 31/2 14 1 5/16 47.65 29779 30000 6.459 13134 1.708 1 3/4 PW6 -36 5 5 5 11 3/4 1 5/16 57.40 35873 36000 5.334 8923 1.408 1 1/2 PW6 -43 5 14 1 5/16 68.65 42904 43000 6.419 12904 1.693 1 3/4 b = plate width a (in) = (plate length / 2) - (1/4 CN diam) q (psi) = Puse / Anet a 625 Mtotai = q a2 /2 M I S < Fb S = t` / 6 t (in) = (6 * Muse * b /Fb * b) v2 . F (ksi) = 36.00 Fb (ksi) = 0.75 F = 27.00 Cb (bearing area factor) = 1.00 1 Design capacities have a load stress increase factor as shown . 2 The design engineer shall select an All - thread /Anchor rod with a design capacity > the design force. 3 The capacity of the concrete anchor must be equal to or greater than the design capacity of the connector being specified. Cinch Nut Housing Diameters CN hs'g diam ATR diam capacity 5 1.861 5/8 6 2.010 3/4 23,420 7 2.164 7/8 32,640 8 2.325 1 42,130 9 2.498 1 1 /8 10 2.687 11/4 60,000 ZONE FOUR Date 10/31/2008 23447 Cajalco Road, Perris, CA 92570 Engr RFN Phone (800) 432 -4444 Page 3A of 3 I Z4 Quick Connect "Tie /Hold- down" System for the 2006 IBC I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 TABLE 3A - ATR All Thread Anchor Rod & Cinch Nut Capacities ATR Allthread Anchor Rod ASD Capacity (Ibs) w/ Allowable Stress Increase = 1.00 AISC / ASD Part 5, Rod Tensile Capacity = (0.75/2)* F„ * An E = 2.90E +07 Anchor Rod Diameter (in) ASTM Rod Spec. 4 5 6 7 8 9 10 11 12 14 16 1/2 5/8 3/4 7/8 1 1 1/8 1 1/4 1 3/8 1 1/2 1 3/4 2 F„ (psi) Nominal 0.20 0.31 0.44 0.60 0.79 0.99 1.23 1.48 1.77 2.41 3.14 Area A„ A36 4,271 6,673 9,609 13,079 17,082 21,620 26,691 32,296 38,435 52,315 68,330 58,000 A193 -B7 9,204 14,381 20,709 28,187 36,816 46,595 57,524 69,604 82,835 112,748 147,262 125,000 A311 -1045 8,468 13,231 19,052 25,932 33,870 42,867 52,922 64,036 76,208 _ 103,728 135,481 115,000 small 120,000 psi large 105,000 psi 120,000 A449 8,836 13,806 19,880 27,059 35,343 39,140 48,320 58,468 69,581 94,708 123,700 105,000 A354 -BD 11,045 17,257 24,850 33,824 44,179 55,914 69,029 83,525 99,402 135,297 176,715 150,000 Net Area A 0.142 0.226 0.334 0.462 0.606 0.763 0.969 1.160 1.410 1.900 2.500 CODE ICC ESR 2190 Cinch Nut Capacities (includes stress increase noted above) IBC I I 23,420 I 32,670 I 42,130 I I 60,000 I For SI: 1 inch (in) = 25.4 mm, 1 pound = 4.45 N • • ZONE FOUR Innovative Engineered Solutions B tel : (510) 351 -4370 fax : (510) 567 -1676 L O A D C H A R T S - ACCUMULATIVE LOAD LOAD PER LEVEL ICJ ACCUMULATIVE LOAD LOAD PER LEVEL ACCUMULATIVE LOAD LOAD PER LEVEL DEMAND CAPACITY DEMAND CAPACITY � DEMAND CAPACITY DEMAND CAPACITY -I DEMAND CAPACITY DEMAND CAPACITY • 4 1500 5000 1500 5000 4 1500 5000 1500 5000 4 1500 5000 1500 5000 3 4500 6673 3000 5000 3 4500 6673 3000 5000 3 3000 6673 1500 5000 2 8500 9609 4000 5000 2 8500 9609 4000 5000 2 5500 6673 2500 5000 1 15500 17082 7000 7000 1 13000 13079 4500 5000 1 8000 9609 2500 5000 6" MAX. CN -5 L 6" MAX. C - 6" MAX. CN - III PW -5 El PW -5 PW -5 ■ice �i� �i� 6X4 OR 6X6 I � 4 6X4 OR 6X6 1 6X4 OR 6X6 i� TOTAL 4" WOOD \ TOTAL 4" WOOD ill TOTAL 4' WOOD I Nk_ e EACH SIDE EITHER SIDE s EACH SIDE EITHER SIDE EACH SIDE EITHER SIDE I • 2 X - , 2X - in ,_ 2X - TOTAL 6" WOOD 1 A36 5/8 - TOTAL 6 WOOD A36 5/8 TOTAL 6" WOOD A36 5/8 EACH EITHER SIDE oro ATR rn EACH IDE EITHER SIDE I� ATR rn SIDE EITHER SIDE IIMII�I ATR m CN -5 CN -5 C -5 5 8" ROD 5 8" ROD li I PW -5 5 / � 8° ROD I / PW -5 / � I�' PW -5 4 COUPLER �N AI \ 4 COUPLER .111 + \ 4 COUPLER Altd I Ilia In TOTAL 4" WOOD TOTAL 4- WOOD TOTAL 4" WOOD EACH SIDE EITHER SIDE A36 5/8" ATR EACH SIDE EITHER SIDE pi A36 5/8" ATR EACH SIDE EITHER SIDE I A36 5/8" ATR TOTAL 6" WOOD id 6" MAX. TOTAL 6" WOOD III 6" MAX TOTAL 6' WOOD di 6" MAX. M • EACH SIDE EITHER SIDE CIF. EACH SIDE EITHER SIDE I•IEdi EACH SIDE EITHER SIDE =Tin 2X I 2X - 1 2X - I 3/4 " -5/8" I�I 3/4 " -5/8" Alp 5/8" ROD Ii ROD COUPLER 1 I CN -6 ROD COUPLER CN - COUPLER I CN - I C I �+ PW -5 3 IP4+ PW -5 3 OA PW -5 3 11111111 _ TOTAL 4" WOOD TOTAL 4" WOOD TOTAL 4" WOOD EACH SIDE EITHER SIDE I A36 3/4" ATR EACH SIDE EITHER SIDE A36 3/4" ATR EACH SIDE EITHER SIDE A36 5/8" ATR (2)2X 2X (2)2X - 4X - : TOTAL 6" WOOD i7 6" MAX. : TOTAL 6" WOOD gi ll 6" MAX. d TOTAL 6" WOOD i7 6" MAX. • EACH SIDE EITHER SIDE milm. EACH SIDE EITHER SIDE grim. ,- EACH SIDE EITHER SIDE wird. • 2X 2X 1 2X 2X 1 2X 2X 1"-3/4" I�I CN - 8 ROD 7/8 " -3/4" I� 3/4 " -5/8" 1111 ROD COUPLER I I COUPLER I I CN -7 ROD COUPLER CN -6 I I+ PW -7 2 IP 4 PW - 2 IA, PW -5 I Oil. 2 TOTAL 4" WOOD TOTAL 4" WOOD TOTAL 4" WOOD EACH SIDE EITHER SIDE II A36 1" ATR EACH SIDE EITHER SIDE A36 7/8" ATR EACH SIDE EITHER SIDE I A36 3/4" ATR (2)4X - 4X 4X (2)4X - • TOTAL 6" WOOD di TOTAL 6 WOOD � TOTAL 6" WOOD �1 6" MAX 6" MAX 6" MAX. N EACH SIDE EITHER SIDE wpm. N EACH SIDE EITHER SIDE MIMI N EACH SIDE EITHER SIDE grIF. (2)2X 2X 11 - (2)2X - (2)2X - I 1" ROD 7/8" ROD I 3/4" ROD I COUPLER I11l I 1 COUPLER 111 ' 1 COUPLER Ill ,' FOUNDATION FOUNDATION FOUNDATION 1 ANCHOR ANCHOR ANCHOR QC I QC QC FIGURE 1 QUICK CONNECT ELEVATIONS THE KNOLL AT TIGARD DATE: 5/12/10 Z4 —REV. A • ZONE FOUR Innovative Engineered Solutions tel : (510) 351 -4370 fax : (510) 567 -1676 L O A D C H A R T S • >1 ACCUMULATIVE LOAD LOAD PER LEVEL I�IACCUMULATIVE LOAD LOAD PER LEVEL > ACCUMULATIVE LOAD LOAD PER LEVEL DEMAND CAPACITY DEMAND CAPACITY -1 DEMAND CAPACITY DEMAND CAPACITY - DEMAND CAPACITY DEMAND CAPACITY • 4 1000 5000 1000 5000 4 4 3 1500 6673 500 5000 3 3000 5000 3000 5000 3 2 2500 6673 1000 5000 2 5500 6673 2500 5000 2 2000 5000 2000 5000 11 4000 6673 1500 5000 1 8000 9609 2500 5000 1 4500 6643 2500 5000 L 6" MAX. CN -5 L III PW -5 pis 6X4 OR 6X6 lir4 TOTAL 4" WOOD III \ : EACH SIDE EITHER SIDE 2X - I I TOTAL 6" WOOD I A36 5/8" A EACH SIDE EITHER SIDE 1111/I co zx - CN -5 0) 5/8" ROD 11 PW-5 4 COUPLER ..� 4 6" MAX. CN -5 4 PW -5 TOTAL 4" WOOD 6X4 OR 6X6 iri EACH SIDE EfTHER SIDE A36 5/8" ATR 2X OX T WOOD I ii i i i ` ... TOTAL 6' WOOD ill 6" MAX. v EACH SIDE E E f THER SIDE EACH SIDE EITHER SIDE �I�. I 2X - I 1 TOTAL 6" WOOD I A36 5/8" 5/8" ROD EACH SIDE EITHER SIDE / � ATR Co COUPLER I CN 2X NI I CN -5 m 10 PW-5 5/8" ROD 3 �T 3 COUPLER I1 \ 3 6" MAX. CN -5 I I II PW -5 TOTAL 4" WOOD TOTAL 4" WOOD 6X4 OR 6X6 IM P 1 EITH2RXSIDE A36 5/8" ATR EACH SIDE EITHER SIDE A36 5/8" ATR TOTAL 4" WOOD \ TOTAL 6" WOOD ill 6" MAX. c a TOTAL 6" WOOD dl 6" MAX. a EACH SIDE EITHER SIDE EACH SIDE EITHER SIDE EIFe ,- EACH SIDE EITHER SIDE mica 2X - 2X - 1 2X 2X I TOTAL 6" WOOD I A36 5/8" 5/8" ROD I I 3/4"-5/8" I EACH SIDE EITHER SIDE I /� lo COUPLER I I CN - RD CUPLER I lI I CN -6 2X � CN -5 I I rn PW-5 PW-5 5/8" ROD 1 01 2 -� 2 • -� 2 COUPLER II \ r i i TOTAL 4' WOOD TOTAL 4" WOOD TOTAL 4" WOOD EACH SIDE EITHER SIDE A36 5/8" ATR EACH SIDE EITHER SIDE II I A36 3/4" ATR EAC2 EITH R SIDE A36 5/8" ATR 4X 4X TOTAL 6" WOOD dl 6" MAX. i TOTAL 6" WOOD l 6° M AX i TOTAL 6" WOOD di 6" MAX N EACH SIDE EITHER SIDE CIF. N EACH SIDE EITHER SIDE mica N EACH SIDE EITHER SIDE Erma _ 2X 2X 1 (2)2X - 1 2X - 5/8" ROD I �I 3/4" ROD '� 5/8" ROD I N COUPLER COUPLER COUPLER I I U l FOUNDATION FOUNDATION FOUNDATION 1 I ii 1 ANCHOR 1 I ii ' ANCHOR 1 ANCHOR Ir — Ir I. QC 3 QC 2 QC 0.75 FIGURE 2 QUICK CONNECT ELEVATIONS THE KNOLL AT TIGARD DATE: 5/12/10 Z4 —REV. A ZONE FOUR Innovative Engineered Solutions tel : (510) 351 -4370 fax : (510) 567 -1676 L O A D C H A R T S - ■I ACCUMULATIVE LOAD LOAD PER LEVEL 1; ACCUMULATIVE LOAD LOAD PER LEVEL 1; ACCUMULATIVE LOAD LOAD PER LEVEL --I DEMAND CAPACITY DEMAND CAPACITY — DEMAND CAPACITY DEMAND CAPACITY —I DEMAND CAPACITY DEMAND CAPACITY • 4 4 4 1000 5000 1000 5000 3 3 3 2000 6673 1000 5000 2 2 2 3500 6673 1500 5000 1 2000 5000 2000 5000 1 6000 6000 6000 6000 1 / L L 6" MAX. CN -5 El PW -5 spa 6X4 OR 6X6 lir TOTAL 4" WOOD \ s EACH SIDE EITHER SIDE I I - 2X - TOTAL 6" wooD I A R 5/8 EACH SIDE EITHER SIDE Mr I co 2x CN -5 cn 5/8" ROD Ii` � 0 , A PW -5 4 4 4 COUPLER e \ TOTAL 4" WOOD EACH SIDE EITHER SIDE A36 5/8" ATR 2X 2X TOTAL 6" WOOD 1 6" MAX. I I ° EACH SIDE EITHER SIDE ..Fo 2X - 5/8" ROD COUPLER I I PW -5 CN -5 3 3 3 TOTAL 4" WOOD EACH SIDE EITHER SIDE A36 5/8" ATR 2X 2X s TOTAL 6" WOOD 1 6" MAX. I I - EACH SIDE EITHER SIDE win. 5/8" ROD III COUPLER I 6" MAX. 6" MAX. 2 CN -5 2 CN -5 2 E l PW -5 • PW -6 f 6X4 OR 6X6 IIM 6X4 OR 6X6 I TOTAL 4" WOOD a• TOT 4" WOOD a• Lry \--- TERMINATE EACH SIDE EITHER SIDE EACH SIDE EITHER SIDE PER PLAN N 2X 2X 11111 N TOTAL 6" WOOD TO 2X 2X IIM I A36 5/8" TOTAL 6" WOOD A36 5/8" EACH SIDE EITHER SIDE I ler ATR In EACH EITHER SIDE I��I9 ATR 5/8" ROD FOUNDATION 5/8" ROD FOUNDATION 1 COUPLER IuII �� ANCHOR 1 COUPLER II�� ANCHOR 1 - — n — Ir — . / QC 1 QC 0.5 I QC 6 FIGURE 3 QUICK CONNECT ELEVATIONS THE KNOLL AT TIGARD DATE: 5/12/10 Z4 —REV. A ZONE FOUR Innovative Engineered Solutions 6 tel: (510) 351 -4370 fax: (510) 567 -1676 L O A D C H A R T S 5 11 ACCUMULATIVE LOAD LOAD PER LEVEL 1> 1 ACCUMULATIVE LOAD LOAD PER LEVEL I,,--+ ACCUMULATIVE LOAD LOAD PER LEVEL - —I DEMAND CAPACITY DEMAND CAPACITY —I DEMAND CAPACITY DEMAND CAPACITY DEMAND CAPACITY DEMAND CAPACITY • 4 1500 5000 1500 5000 4 4 3 4500 6673 3000 5000 3 3 2 8500 9609 4000 5000 2 2 1 1 1 / 6" MAX. CN -5 / L E ll PW -5 6X4 OR 6X6 I TOTAL 4" WOOD 11111 \ EACH SIDE EITHER SIDE hip I I - TOTAL 6" WOOD I A36 5/8" EACH SIDE EITHER SIDE II Old 'ii ATR co 2X - CN -5 cn 5/8" ROD 4 COUPLER PW -5 \ 4 4 TOTAL 4" WOOD EACH SIDE EITHER SIDE A36 5/8" ATR 2X 2X • TOTAL 6" WOOD 1 MAX. EACH SIDE EITHER SIDE mom I I - 2X - 3/4 " -5/8" ROD COUPLER I I CN -6 ' 3 I + PW 5 3 3 TOTAL 4" WOOD EACH SIDE EITHER SIDE A36 3/4" ATR 4X - s •,. TOTAL 6" WOOD 1 MAX. - EACH SIDE EITHER SIDE u• I I • 2X 2X 3/4" ROD 4 COUPLER 2 2 2 r TERMINATE PER PLAN 1 1 1 . 1= _ QC 7 FIGURE 4 QUICK CONNECT ELEVATIONS THE KNOLL AT TIGARD DATE: 5/12/10 Z4 —REV. A