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Home My WebLink About4591 Teller StreetFrom: no-reolv(alci.wheatridae.m. us To: CommDev Pets Subject: Online Form Submittal: Sewer or Water Line Repair Permit Application Date: Tuesday, September 7, 202110:27:47 AM Sewer or Water Line Repair Permit Application This application is exclusively for SEWER OR WATER LINE REPAIR - IN YARD Your Permit will be emailed to the email address provided below once it is processed. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. Right of Way permits must be applied for with the Public Works Department. Is this application for Yes sewer line or water line repair - in yard only? PROPERTY INFORMATION Is this Residential or Residential Commercial? Property Address Property Owner Name Property Owner Phone Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email Address Attach City of Wheat Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" 4591 Teller St Steve and Amy Mancinelli 303-564-3214 N/A Electronic -Payment -Form Ddf CONTRACTOR INFORMATION Contractor Business Name Contractor's License Number (This is a 5 or Premier Excavation Services ifi[l7dill has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Trevor Weston Permit Email not displaying correctly? View it in your browser. 6 digit number for the City of Wheat Ridge) Contractor Phone 303-210-9745 Number (enter WITH dashes, eg 303-123- 4567) Contractor Email trevor@premierex.net Address Retype Contractor trevor@premierex.net Email Address DESCRIPTION OF WORK Is this a sewer line or sewer Line water line repair? Length of repair 25' Location of repair front yard (backyard, frontyard, etc) Provide additional Emergency water line repair 25' in front yard only. details including installation of clean- o uts. Project Value (contract 2900.00 value or cost of ALL materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit e CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection:_Timb(AM/PM Re -Inspection required: Yes No When corrections have been made, sc�je ule for re -inspection online at: http.11www.ci.wheatridge.co.unspec�"on Dataspec ' r: i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: `7-V fT 'y- I k-)JobAddress: Permit Number: ❑ No one available for inspection: TireAMfPM Re -Inspection required: Yes No When corrections have been made, schedule for re -inspection online at: http twww.ci.wheatridge.co.uslinspection Dater o�? Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line 000r (303) 235-2855 Office • (303) 237-8929 Fax INSPE$TION NQIICE Inspection Type: 3 0 � - MT � - Roo -dam Job Address: 95-91 = )%e r- 74 - Permit Number: 'c- O )!j' 0 -,:� ) = ❑ No one available for inspection: Time AM PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date: 11 /�/G Inspector:_ ; �( DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: � Job Address:( Permit Number: ❑ No one available for inspection: Tian Re -Inspection required: YeC No_.�) When corrections have been made, schedule for re -inspection online at: http://www.ci.wheatridge.co.usrn7ctor Date: i Insp DO NOT REMOVE�THIS NOTICE MiTek MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 Re: 19-0580 Mancinelli, 4591 Teller Street Westminster The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by High Plateau Truss. Pages or sheets covered by this seal: I38941491 thru I38941492 My license renewal date for the state of Colorado is October 31, 2021. Johnson, Andrew October 17,2019 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job Truss Truss Type Qty Ply 4591 Teller Street Westminster TCLL 30.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.03 8 >999 240 �Mancinelli, 138941491 19-0580 A01 Common Structural Gable 2 -0.05 6-8 >999 180 BCDL 10.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.01 6 n/a n/a Job Reference (optional) High Plateau Truss, Inc., Commerce City, CO - 80022, 8.320 s Oct 9 2019 MiTek Industries, Inc. Wed Oct 16 17:43:25 2019 Page 1 ID:sPCvfZE9dPPjS?KQTo32U6ySrvT-oBkvWjQcuOsy_66ungpaOJJwX41G7M Rsgf89o7ySmRm 1 4-04-9-4 9-0-0 13-2-12 18-0-0 19-0-0 1.4-0 4-9-4 4-2-12 4-2-12 Scale = 1:34.2 4x6 = 7x8 = 18-0-( 9-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.03 8 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(CT) -0.05 6-8 >999 180 BCDL 10.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.01 6 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2018ITP12014 Matrix -S Weight: 145 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x6 SPF 1650E 1.5E BOT CHORD Rigid ceiling direcfly applied or 10-0-0 oc bracing. WEBS 2x4 WW Stud REACTIONS. (lb/size) 2=1002/0-5-8,6=1002/0-5-8 Max Horz 2=126(LC 14) Max Uplift 2=-314(LC 10), 6=-314(LC 11) Max Grav 2=1107(LC 17), 6=1107(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1904/485, 3-4=-1216/293, 4-5=-1216/293, 5-6=-1904/486 BOT CHORD 2-8=-466/1680, 6-8=-341/1680 WEBS 4-8=-94/627, 5-8=-779/368, 3-8=-779/367 NOTES - 1) 2 -ply truss to be connected together with 1Old (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=140mph (3 -second gust) Vasd=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=314,6=314. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. pDO LIEF" 99. a. s O oP�W OO6, c .= 0- :� 53044 z: October 17,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1-7473 rev. 10/03/2015 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply Mancinelli, 4591 Teller Street Westminster grip DOL=1.33 9-0-0 Plate Offsets (X,Y)-- [2:0-3-5,0-0-11], [4:0-4-0,0-1-01, [6:0-3-5,0-0-11] 3) Unbalanced snow loads have been considered for this design. 138941492 19-0580 A02 Scissor 8 1 in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 D O LI CFy TC 0.58 Job Reference (optional) I High Plateau Truss, Inc., Commerce City, CO - 80022, 8.320 s Oct 9 2019 MiTek Industries, Inc. Wed Oct 16 17:43:26 2019 Page 1 ID:sPCvfZE9dPPjS?KQTo32U6ySrvT-GN IHj3REfh_pbGg5LNKpZWs_dUSnsko?vJujLZySmRl -11 04-10-13 9-0-0 13-1-3 18-0-0 19-4-0 1-4-0 4-10-13 411 4-1-3 4-10-13 1-4-0 Scale = 1:33.7 4x8 = Io 9-0-0 1) Wind: ASCE 7-16; Vult=140mph (3 -second gust) Vasd=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; 18-0-0 9-0-0 grip DOL=1.33 9-0-0 Plate Offsets (X,Y)-- [2:0-3-5,0-0-11], [4:0-4-0,0-1-01, [6:0-3-5,0-0-11] 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 non -concurrent with other live loads. CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 D O LI CFy TC 0.58 Vert(LL) -0.28 8 >764 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 2=311,6=311. 9) This truss is 2018 International BC 0.81 Vert(CT) -0.53 2-8 >396 180 TCDL 10.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.39 6 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2018/TPI2014 Matrix -S Weight: 59 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-3-5 oc purtins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-11-14 oc bracing. WEBS 2x4 WW Stud *Except* 4-8: 2x4 SPF 165OF 1.5E REACTIONS. (Ib/size) 2=1002/0-5-8,6=1002/0-5-8 Max Horz 2=135(LC 14) Max Uplift 2=-311(LC 10), 6=-311(LC 11) Max Grav 2=1107(LC 17), 6=1107(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3829/1058, 3-4=-2739/507, 4-5=-2739/535, 5-6=-3829/839 BOT CHORD 2-8=1014/3482, 6-8=-671/3482 WEBS 4-8=-286/1930, 5.8=-948/656, 3-8=-948/613 NOTES - 1) Wind: ASCE 7-16; Vult=140mph (3 -second gust) Vasd=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify D O LI CFy O�Q� capacity of bearing surface. 8) Provide mechanical truss to bearing 100 Ib •••"'••• �' connection (by others) of plate Capable of withstanding uplift at joint(s) except (jt=1b) 2=311,6=311. 9) This truss is 2018 International designed in accordance with the Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ; Q 53044 z: AL October 17,2019 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall wt building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIf Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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Permit Number: ❑ No one available for inspection: Ti Re -Inspection required: (Yeses No When corrections have been made, http✓/www.ci. wheatridge.co. usrnspi Date: 11- I'—) - IY Ing-becto RIM for re -inspection online at: A i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: K 1 �'c r" r- c Job Address:�1�+� (� . Permit Number: r C,i I u L ❑ No one available for inspection: Time I� b AM/PM Re -Inspection required: 2� No When corrections have been made, schedule for re -inspection online at: http:I www. ci, wheatridge.co. uslinspection Date: Inspector: DO NOT REMOVE THIS NOTICE R Mffek� MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 Re: 19-0580 Mancinelli, 4591 Teller Street Westminster The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by High Plateau Truss. Pages or sheets covered by this seal: I38941491 thru I38941492 My license renewal date for the state of Colorado is October 31, 2021. O�PDO U�� W JQ' �.. A i¢ 53044 Z October 17,2019 Johnson, Andrew IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1, Chapter 2. Job Truss Truss Type Qty Ply Mancinelli, 4591 Teller Street Westminster TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.03 8 >999 240 138941491 19-0580 A01 Common Structural Gable 2 -0.05 6-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.01 6 n/a n/a Job Reference (optional) J High Plateau Truss, Inc., Commerce City, CO - 80022, 8.320 s Oct 9 2019 MiTek Industries, Inc. Wed Oct 16 17:43:25 2019 Page 1 ID:sPCvfZE9dPPjS?KQTo32U6y5rvT-oBkvWjQcuOsy_66ungpaOJJwX41G7M Rsgf89o7ySmRm 1-4-0 4-9-4 9-0-0 13-2-12 18-0-0 1913-0 1-4-0 4-9-4 4-2-12 4-2-12 4-94 14-0 Scale = 1:34.2 4x6 = 7x8 = 9-0-0 18-0-0 3x4 = Io LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.03 8 >999 240 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.13 Vert(CT) -0.05 6-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix -S Weight: 145 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 WW Stud REACTIONS. (Ib/size) 2=100210-5-8,6=1002/0-5-8 Max Horz 2=126(LC 14) Max Uplift 2=-314(LC 10), 6=-314(LC 11) Max Grav 2=1107(LC 17), 6=1107(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1904/485, 3-4=-1216/293, 4-5=-1216/293, 5-6=-1904/486 BOT CHORD 2-8=-466/1680, 6-8=-341/1680 WEBS 4-8=-94/627, 5-8=-779/368, 3-8=-779/367 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=140mph (3 -second gust) Vasd=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) 2=314.6=314. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. October 17,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473rev. 10/03/2015 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply Mancinelli, 4591 Teller Street Westminster (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.28 8 >764 240 138941492 19-0580 A02 Scissor 8 1 BCLL 0.0 Rep Stress Incr YES WS 0.52 Horz(CT) 0.39 6 n/a n/a Job Reference o tionat High Plateau Truss, Inc., Commerce City, CO - 80022, 8.320 s Oct 9 2019 MiTek Industries, Inc. Wed Oct 16 17:43:26 2019 Page 1 ID:sPCvfZE9dPPjS?KQTo32U6ySrvT-G N I Hj3REfh_pbGg5LN KpZWs_dUSnsko?vJujLZySm RI -1-4-0 4-10-13 9-0-0 13-1-3 18-0-0 19-4-0 1-4-0 4-10-13 4-1-3 4-1-3 4-10-13 Scale = 1:33.7 4x8 = 9-0-0 18-0-0 9-0-0 9-0-0 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.28 8 >764 240 MT20 169/123 BCDL 10.0 Lumber DOL 1.15 BC 0.81 Vert(CT) -0.53 2-8 >396 180 BCLL 0.0 Rep Stress Incr YES WS 0.52 Horz(CT) 0.39 6 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix -S Weight. 59 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650E 1.5E TOP CHORD Sheathed or 3-3-5 oc purlins. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-11-14 oc bracing. WEBS 2x4 WW Stud *Except* 4-8: 2x4 SPF 1650F 1.5E REACTIONS. (Ib/size) 2=1002/0-5-8,6=1002/0-5-8 Max Horz 2=135(LC 14) Max Uplift 2=-311(LC 10), 6=-311(LC 11) Max Grav 2=1107(LC 17), 6=1107(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3829/1058, 3-4=-2739/507, 4-5=-2739/535, 5-6=-3829/839 BOT CHORD 2-8=1014/3482, 6-8=-671/3482 WEBS 4-8=-286/1930, 5-8=-948/656, 3-8=-948/613 NOTES - 1) Wind: ASCE 7-16; Vult=140mph (3 -second gust) Vasd=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=311.6=311. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1. 'DO UcFys c� W JO 0. i¢ 53044 Zi October 17,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual ss web and/or chord members only. Additional temporary and permanent bracing MiTle k is always required for stability and to prevent collapse with possible peonal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 CO 0 D 3 w r 0(j) uzi c D -D-I D o D M Z > Xm� IIm� toC) r N = O c>> c�TSO 3 o A" ov,cma _C v o N EL go �oG°v%iod 0�o aZ'm m o CD � -aoCD—I ; _ ma ce�oDm • m OZn °pCD. CL aQ� 300-0m -.0 Q.) o°O -a0q D p a N �QN" n N O =r CD y' Z w�Vn m3 o x �maam � ooN m- 'a c, D COcn CD ��c o 70, O uo �CD °CYom v 0 a"C° cn u En�2° o m cr ZD Z ff�n smc —x. 3 ao 06 0 oQ N S p 0 E C) n. CD 07 N M CD 7C O 5 p j C cD 3 ° N° u' < o co cn o aCD o u m CD a°i N CD O CLQ CD 7 o " M CD ° 7 n •�_ 7 m x" , Z C� S m o Q Fn- v m c o f x a :3m p 7 l .C... Co ? `< 7 W CD Cn V) CD CQ r- CZ--im mn v z 0 1 D �- TOP CHORD cm XM2 X, v a3 cn ai 6� n p 30 Mo co c1a cn CD m o'W c mo Tzar °) Q - 'm m m N :-, > A o y N 1 0 D o m n is m cn CD m - -i r z --4 m �� rn 6 cn to D �I tmi) ° � O m 0 N -A .4 co � 5tCD N� a mM MZ p 00 Cr `CD S- CD m 77 C' � W m X CD O (7 CD —c 2 7 N Cn > fn D N -4 1 W2 -7S M n fn Vi N CD U)m 'D X Cl) r Q x N a �■ CD o ai * `z w co Z Z 3 = W O a Q �° N cQ" w a � r 1 O m i 3 7'-- ' n O cn CO) m m Cl)OL �� N to H Cl) C7 O N 6 G M N O V � `G � N W � iTl m Z �r e D � 5 co Z O� — CD =r v zZ rn �, � x g m c -n m was m o co 0- p O y vCD z Mo =° H N < D (D 1 2 0 ° �R6 d�� m CD CD v O Mo c ° �C� CD U 3, i C fT C45 A N CD 7 CD ° m TOP CHORD O W Cb V Of (T A W N 'O W W >0 6 .x a tD c 5 -0 C7 o W �+ -i W 3 � 5- -9 p m' n c c W e 50 5--5- _� C) � o- � W Z v 3� -1 a y 01 (p/l JO d< 3. <. N W° '°Y N -Op N fU C n: (U W (U N N J N y »^ N .C.. O y O N N N d a C N D. 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C'D N S JO n d Q. 3 to CD N 6 N n d N N W p Co W J ID Oa < (n '� q a• ° Eq- 3 CD CD so 3 Z Q D O N i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes (Na When corrections have been made, schedule for re -inspection online at: http://www. ci. wheatridge. co. usfinspection Date: Inspector: ®O NOT REMOVE THIS NOTICE City of Wheat Ridge Residential Patio Cover PERMIT - 201902150 PERMIT NO: 201902150 ISSUED: 11/04/2019 JOB ADDRESS: 4591 Teller St EXPIRES: 11/03/2020 JOB DESCRIPTION: Construct gable style roof over concrete patio in backyard - 324 sq ft total *** CONTACTS *** OWNER (303)903-7780 STEPHEN MICHAEL MANCINELLI LIV GC (303)344-3325 JOE APICE & CHRIS BAILEY 190279 COLORADO DECK & LANDSCAPE SUB (720)435-3031 SLAWOMIR GOLABEV 080111 SG ELECTRIC/SERVICES *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2405 / BARTHS, COULEHAN GRANGE, WHEAT BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 39,990.00 FEES Total Valuation 0.00 Plan Review Fee 399.46 Use Tax 839.79 Permit Fee 614.55 ** TOTAL ** 1,853.80 *** COMMENTS *** *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. City of Wheat Ridge Residential Patio Cover PERMIT - 201902150 PERMIT N0: 201902150 ISSUED: 11/04/2019 JOB ADDRESS: 4591 Teller St EXPIRES: 11/03/2020 JOB DESCRIPTION: Construct gable style roof over concrete patio in backyard - 324 sq ft total I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable buil ing codes, and all a plicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal o er of the prope nd am authorized to obtain this permit and perform the work described and approved in conjunction with this e I rther atte t that a legally authorized to include all entities named within this document as parties to the work to be per ed that all o to a ertormed is disclosed in this document a d/or its' accompanying approved plans and specifications. it 311q Signaiurre of OWNER or COT;�+RACTO (Circle one) Date 1. This permit was issued based on t e m ormation provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This. permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code 4e7�y ordinance gtlegulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of �000A,,Wh6atR idgeco L NhN DEVELOPMENT Building & Inspection Services 7500 W. 29' Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: perm its(a)ci.wheatridge.co.us FOR OFFICE USE ONLY Date: qll� Plan/Permit #aVf y� 1 q O 150 Plan Review Fee: Building Permit Application *** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: Property Owner (please print): Phone: 93 ti?%fib Property Owner Email: 5�evar�c �,' �d►+� LyccS�-, .��-- Tenant Name (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: City, State, Zip: Architect/Engineer: Architect/Engineer E-mail: Contractor Name: ( t'�_ Phone: City of Wheat Ridge License #: I `i D a? Phone: c S _- 322- 3325" Contractor E-mail Address: Kcr) Co C-0,41 For Plan Review Questions & Comments (please print): CONTACT NAME (please print): av IS �t �e�i Phone:.30.� `83 '- CONTACT EMAIL(p/ease print): CA, ,,'s C° 0- K tovcv CxXec 1� (_['�►V1 Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # Complete all highlighted fields, if applicable. ❑COMMERCIAL g RESIDENTIAL Provide description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. Ver" Oc'tcVC4-r— ect too NI 411 S1'deS L,) e- V1 Sq. F�/LF BTUs Gallons Amps Squares For Solar: KW # of Panels Requires Structural For Commercial Projects Only: Occupancy Type: Construction Type: _ Occupancy Load: Square Footage: Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ '3 `i. l qC OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CON CTOR) or DTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last name): DATE: f PrintedName: 0 tri � l'ci,f ZONING OMMMENTS: Reviewer: -Z-T- % BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: AJC CONSTRUCTION TYPE: \ r ;t Building Division Valuation: City of �� Wh6atdi COMge MUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM This form must be signed by each sub -contractor. This form will not be accepted with missing information. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. Subcontractor's insurance and license must be up to date prior to permit issuance. Project Address: y5_` -FQ, Permit #: General Contractor: l.,t��'yA a OBC V� Electrical Sub -Contractor Company Name: SG ELECTRIC LLG Phone #: 720 435 3031 State License #: EC.0006792 Master #: ME. 0028865 Wheat Ridge License #: 080111 (required field) Sarb SoKolovwsKi 09/26/19 Signature of Authorized Agent Date Office Manager of SG Electric LLC Plumbing Sub -Contractor Company Name: SG ELECTRIC LLC Phone #: State License #: PC.0003857 Wheat Ridge License #: 080111 720 435 3031 Master #: MP. 00600764 Barb SoKolovvsKi 09/26/19 Signature of Authorized Agent Date Office Manager of SG Electric LLC Mechanical Contractor Company Name: Wheat Ridge License #: Phone: Signature of Authorized Agent Date MiTek" MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 Re: 19-0580 Mancinelli, 4591 Teller Street Westminster The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by High Plateau Truss. Pages or sheets covered by this seal: I38941491 thru I38941492 My license renewal date for the state of Colorado is October 31, 2021. �D�pDO U�Fy s G� oQ,�C`N J0h,�;� FO designs comply with ANSI/TPI 1. These designs are based upon parameters 53044 Z o• •a .• < October 17,2019 Johnson, Andrew IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, b m the building designer should verify applicability of design parameters and properly .� incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. �4 01 Job Truss Truss Type Qty Ply Mancinelli, 4591 Teller Street Westminster )9-0580 A01 Common Structural Gable 2 LOADING (psf) TCLL 30.0 138941491 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Job Reference (optional) coign Nlateau I russ, Inc., commerce tatty, t;U - muzz, 8.320 s Oct 9 2019 MiTek Industries, Inc. Wed Oct 16 17:43:25 2019 Page 1 ID:sPCvfZE9d PPjS?KQTo32U6ySrvT-oBkvWjQcuOsy_66ungpaOJJwX41G7M Rsgf89c7ySmRm -114-04-9-4 9-0-0 13-2-12 18-0-0 19-4-0 113-0 4-9.4 4-2-12 4-2-12 4-9-4 Scale = 1:34.2 4x6 = 7x8 = "' 3x4 = I" 0 9-0-0 TOP CHORD 2-3=-1904/485, 3-4=-1216/293, 4-5=-1216/293, 5-6=-1904/486 18-0-0 9-0-0 WEBS 4-8=-94/627, 5-8=-779/368, 3-8=-779/367 9-0-0 Plate Offsets (X,Y)— [2:0-4-8,0-2-0],[2:0-6-1,0-5-4],[6:0-4-8,0-2-0],[6:0-6-1 0-5-4],[8:0-4-0 0-4-81 Q LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.03 8 >999 240 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.13 Vert(CT) -0.05 6-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.01 6 n/a n/a INf OQl L� F2 BCDL 10.0 Code IRC2018(TP12014 Matrix -S will fit between the bottom chord and any other members. Weight: 145 Ib FT = 20% LUMBER- Z BRACING - 53044 ; TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 cc pudins. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 WW Stud REACTIONS. (Ib/size) 2=1002/0-5-8,6=1002/0-5-8 Max Horz 2=126(LC 14) Max Uplift 2=-314(LC 10), 6=-314(LC 11) Max Grav 2=1107(LC 17), 6=1107(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1904/485, 3-4=-1216/293, 4-5=-1216/293, 5-6=-1904/486 BOT CHORD 2-8=-466/1680, 6-8=-341/1680 WEBS 4-8=-94/627, 5-8=-779/368, 3-8=-779/367 NOTES- Q 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: ID Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Q O n Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. Webs connected follows: 2x4 - 1 0-9-0 ti c as row at cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=140mph (3 -second gust) Vasd=111 mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. INf OQl L� F2 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N, .•••••••. S JO JO/jr��OFO 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 8) will fit between the bottom chord and any other members. • 9) Provide mechanical (by truss to bearing 100 Ib Z connection others) of plate capable of withstanding uplift at joint(s) except (jt=lb) 53044 ; 2=314,6=314. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. /� -p • • ! 1_ •: / / �•� October 17,2019 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall A A iTe Cok' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iw fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply Mancinelli, 4591 Teller Street Westminster 9-0-0 Plate Offsets (X,Y)7 [2:0-3-5,0-0-11],[4:0-4-0,0-1-0],[6:0-3-5,0-0-1 11 3) Unbalanced snow loads have been considered for this design. 138941492 19-0580 A02 Scissor 8 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.28 8 >764 240 Job Reference (optional) High Plateau T russ, Inc., Commerce City, GO - 80022, 8.320 s Oct 9 2019 MiTek Industries, Inc. Wed Oct 16 17:43:26 2019 Page 1 I D: sPCvfZE9d PPjS?KQTo32U6yS rvT-G N I Hj3 REfh_p b Gg5 LN KpZ Ws_d U Snsko?vJujLZyS m RI -111 4-10-13 9-0-0 13-1-3 18-M 19-4-0 1 '_0 4-10-13 4-1-3 4-1-3 4-10-13 1-4-0 i Scale = 1:33.7 48 — 9-M 18-0-0 I 9-0-0 9-0-0 Plate Offsets (X,Y)7 [2:0-3-5,0-0-11],[4:0-4-0,0-1-0],[6:0-3-5,0-0-1 11 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.28 8 >764 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.53 2-8 >396 180 TCDL 10.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.39 6 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2018/TPI2014 Matrix -S Weight: 59 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-3-5 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-11-14 oc bracing. WEBS 2x4 WW Stud *Except* 4-8: 2x4 SPF 1650F 1.5E REACTIONS. (Ib/size) 2=1002/0-5-8,6=1002/0-5-8 Max Horz 2=135(LC 14) Max Uplift 2=-311(LC 10), 6=-311(LC 11) Max Grav 2=1107(LC 17), 6=1107(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.�Utp,�9 TOP CHORD 2-3=3829/1058, 3-4=-2739/507, 4-5=-2739/535, 5-6=-3829/839 00S�NtC1 BOT CHORD 2-8=-1014/3482, 6-8=-671/3482I" µ WEBS 4-8=-286/1930, 5-8=-948/656, 3-8=-948/613 "fon",{' NOTES - 1) Wind: ASCE 7-16; Vult=140mph (3 -second gust) Vasd=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; I MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSIrfPI 1 angle to grain formula. Building designer should verify L/�FN capacity of bearing surface. D�N00 , .••"'••. tr 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) V� OO,ry� SFO 2=311,6=311. OPfGW 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 53044 October 17,2019 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473rev. 10103/2015 BEFORE USE. Design valid for use only with MiTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall wt building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 co p D 3 W r M X rn m Z ��' (D0 I ( r C�SG�oopTZ� N o:' W O a ov,cc°oma m =o A_ 0 a O t 7 0 d N 0 .�► O V nRDOnU) p �c min -..o ff Q Z �o �.SO o J CD -0 -n rn: m D0° (� Z p O o vCD ° 3 5'-c° a� m O o N as a y °a ? m o a° -R(D o �o a ni °� N.� .� c c x m r m o_3 �, d S. u, o A _o ,Z CD°° D ° 4 0° 0 3 CD tea, m Co fl- O `n 3 0<-'-' c°' a� o ox c.o 0 �' o -q c° o o �� ID 0 n� �a D s� w° a n 7 c -o m m c m v O vco�cn000� �o 0v �`Dv, v°c3 e� dm° N 8_M• 3��3m y CD N N d n O O j c O `� O al 7 m j (D �'• d ~' O N O O _Q 0 in ai �m v,'m c —i.0- Z —o nu) y c 0 ° ° v° ° Z (n0 o�'a�� ate° �nmc 3 om as gosCD > ° 3 m CD� n� D o no n� nni CD m 0 N m m n rn 5 3w D v, cn 0 ° 0 0 O 7 y 3 w CD00 N. 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Q Z N OT m O m an d a O CD °) m° A) MO. N CD m Q o N' o- 3 .D-) N C sm CO3 C m U T `<J ^�.N �. N 'Y �� o, ° Sc �- m�' c.� m m� Qcmi �S. �m ni vii ��' y� m �� m C" a O -O 3 m -O ('1 V ° N IO — O m (D d �` 41 n ° N — O m o () ° D' C N 0 cn m °m m N o_ m �a m� m_0 umio � v� m03 m o� a� _vm 'mm cQ �m a. v -o _n m o �� o° am 0 m01 N� o �_. CD ."N m am nm ?o `o's o moo- c� mm 3 N —h CD mx nm � '7 � N y,3 ma -° ° s mc- mn m� cn- (D m m o o m n m m �D m o fEF 0 0 m c ° m� m m m O N (o 0 3 0 � m� w� m m Cmc � N Q CD N t7° N p m j m < a -m co 3 m 0 (D S 3 p m `. `< O' Q O .? O O rItL CD U) l �I O o C N r vI `- W A A K N? t- tp r r O O O O O 1 O 6 o v N) O O O O O 00 O N a O o 18-00-00 C>CJO=�/ C7 C� aWV •--•OPV M WOOSW=fn a--cimm�on ZECo�y n yn —C•')C7Z O ZO oomm cmv=�� OD.� znm� CJON o�-o ZD:S7 r��a Z x==romc� ti zvvo v vr-rr= m M �� yo`�'' A-rzzm o3� ww T _ ozc�V' C32mc= o=z ac�<n 1M=1 mam czi c�izm�� co�W W -o" ::oMc=C mss4 mz r N. xox n =o X17' ^•m.-.rc A --im- mem C/):-tM N as �ac-> rnoM oc N c� ^oc� z�Tm -"�' T as /V r 3--mp mM=r C nA -4 N'' O m-�....om nmc� 41 A c o --gym . . . 'r'I �-�--w Cr• n�T O v'x-ix� cicvz c�r �y�a N N C') xxo* CO Z� ^� m� D --Izmm o�<o Mnr 0D,: ?: o �T T y�(nC �GZ wArn � O� C D m BVI CZN Xx cn r-azczi z m O vvn C7 --I =Mo �- y ��o— m o p� oMW ?om a�o-0mmr-z mo -0 C,:, m� -nn D Wav= m< o n= v v z Warm Drcn cao v eco cz zmrn �. CD O ro-n o N� yam C vm o zr-r-m �r-cn macs :m zv c�rr< �vz -,n o� --vmiW cntnCo �. g - THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components that are to be Review and approval of this layout andcorr!Pponding;,eh4 ring incorporated into the building design at the specification of the building designer. See individual engineering drawings to identify truss drawings by the client or client's agent an_k:required before trusses can placement on drawing. Building designer is responsible for temporary and permament bracing of the roof and floor systems for be sent to production overall structure; and the design of the truss support system, including but not limited - For general guidance regarding bracing, please refer to Truss Plate Institute's to headers, beams, bearing walls, and columns. "Building Component Safety Information" (BCSI) book, or BCSI-Bt form available at tpinst.org. Ct' •,,, - Any structural details called out on layout are based on the interpretation of the structural plans, and are not specified by the truss Approve p\ \ ` Date !�'� designer or High Plateau Truss Inc. CUSTOMER COLORADO DECK AND LANDSCAPE PROJECT Porch Roof - HIGH JOB # 19-0580 ADDRESS 4591 Teller Street • EAU TRUSS, INC" DATE 10/16/2019 CITY,STATE,ZIP Westminster, CO 9/9/13 DRIW ON 1. Fill in the blanks with dimensions and materials which will be used to build the structure. Please print legibly. L 2. Indicate in the check boxes which details from page 4 will be used. Please note if any of the sides of your carport addition are closer than 5'-0" to the property line, that side of the carport must be enclosed with a solid 1 hour fire rated wall as shown in Alternate Details B and C. You must however, keep at least two sides of the carport open to conform to the building code requirements. Zoning approval is required. 3. Roofing to be installed per manufacturer's instructions, including low slope application and required inspections made. Roof covering_ Underlayment (example: Class T3 tab shingles) Vie: 151 Size and Amount of Lags Sheathing exa ple: Or exie orn p »roiaj— (example: T*v 1/n4 112* lags ® WO. C.) 12 pitch 6 Zx rars spaced Xi O.C. (example: 2 18 ratersspaced 24.0. C.) Patio Section Note: Walls, posts, and overhangs closer than 5'to the ••.. Overhang property line to be 1 hr. rated ,.. •, •. No closer than 2 feet •' to property line Beam splices to occur over "posts with 1 1/2" bearing ❑ Qetall A Detail B •'• ,,...• '. O Alternate A 0 Alternate B ( f "x V/ "beam Other Existing (provide detail) (see page 4) (example: (2) 25A0 ) (seepage 4) building Span Maximum rise 7 (example: 12'0) 3/4" at top of door Detail C threshold O Alternate C (see page 4) 6'-8" Sidin minimum , (lorAltema}e B only) Isolate from Slab 1 <,, :, Slope •'• a d ..x 6 "posts (example: 47W) j� spaced i5'3`t apart Concrete Slab 3'-0" (e ple. o minimum Minimum Diameter Pier 8""_ (size determined by load) • • ` Footing "x " .a �_ �. •.�- •; (forABernale C only) This handout was developed by the Colorado Chapter of the International Code Council as a basic plan submittal under the 2012 International Residential Code. It is not intended to. cover all circumstances. Check with your Department of le Building Safety for additional requirements. 3 9/9/13 This handout was developed by the Colorado Chapter of the International Code Council as a basic plan submittal under the 2012 International Residential Code. It is not intended to cover all circumstances. Check with your Department of Building Safety for additional requirements. 9/9/13 Existing roof rafters or trusses Galvanized metal joist or rafter hangers Extend underlayment from Cnew roof a minimum of 18" onto existing roof Remove existing fascia Cont. 2x ledger Secure ledger to wall with lag screws @ 16" O.C. {` Locate lag screws to penetrate top plate or studs Note: Remove brick veneer at top of wall Existing wall before installing continuous 2x ledger Solid 2x blocking on 2x12 or greater — Roof tie downs required Galvanized metal post/beam connector Lap underlayment a minimum of 18" under existing roofing felts Solid 2x blocking on 2x12 or greater �---- Roof be downs required Existing wall Existing Roof (remove existing Cont. 2x6 secured to existing roof with fasteners at each rafter or truss Solid 2x fire blocking on 2x12 or greater Roof tie downs required 5/8" type ")C" exterior gypsum sheathing Galvanized metal post/beam connector - Exterior siding — Infill between posts w/ W's @ 16" O.C. 2x facia No closer than 2 feet to property line Two layers of 5/8" type "X" exterior gypsum board soffit Less than 5' to property line Treated or decay Bottom plate shall Infill between posts resistive post be treated wood w/ 2x4's @ 16" O.C. Minimum 3 1/2" Galvanized Minimum 3 1/2" concrete slab1" column base concrete slab 1 Galvanized _rVw/ 1 spacer to column base w/ 1" w = concrete a a' . spacer to concrete Isolate Isolate from Slab Anchor bolt from Slab Anchor bolt 7" minimum 7" minimum penetration Check local 8" minimum 3'_0" penetration diameter minimum building 3'-0" concrete department for minimum caisson i; swelling soils. caissons may be required. Footing 811 This handout was developed by the Colorado Chapter of the International Code Council as a basic plan submittal under the 2012 International Residential Code. It is not intended to cover all circumstances. Check with your Department of Building Safety for additional requirements. Example Site Plan 150.00 feet cic New detached garage 48 .'.'. .:.••,•• •'•: •'� 100•feet. • of . .V sq. ft •30 feet �. . ' . ' . m 8 feet . . . . . . . . . . . 980 sq. ft. (existing ) Scale Q 1"=20' Minimum 1x12 2x10 refters spaced at 24'• o.c. 12 4 F� T-111 siding 1/2" exterior plywood R-19 fiberglass batts insulation 1 114 r•rala 150.00 feet be paved Sample Elevation 1/2" exterior plywood sheathing Class A 3 tab shingles �I layer #15 felt R-38 insulation i ( 2x8 ceiling joists at 24" o.c. 1 I I �J Double 2x6 �- I top plate ( 41 I� ( CV 2x6 studs at 24" o c. 2x6 sill plate W E m Z m IOD LO 9/9/13 ing G Colorado Chapter of the International Code Council Now to Use this Guide Provide two sets of plans, drawn to scale and complete the following (hint: use graph paper with '/4" squares. Example: 1/4" =1'): Check with your jurisdiction for additional requirements. 1 Complete this Building Guide by filling in the blanks on page two, and indicating which construction details will be used. 2 Provide 2 Plot Plans (site plan) showing dimensions of your project or addition and its relationship to existing buildings or structures on the property and the distance to existing property lines drawn to scale. See Page 2 3 Fill out a building permit application. The majority of permit applications are processed with little delay. The submitted documents will help determine if the project is in compliance with building safety codes, zoning ordinances and other applicable laws. The Colorado Chapter of the International a .. Code Council is a professional organization seeking to promote the public health, safety and welfare to building construction. We appreciate your feedback and suggestions. To obtain a master copy of this building guide, please write to the Colorado Chapter of the . Z International Code Council, P.O. Box 961, Arvada, CO 80001. hftp:IA~.coloradochaptericc. org This handout was developed by the Colorado Chapter of the International Code Council as a basic plan submittal under the 2012 International Residential Code. It is not intended to cover all circumstances. Check with your Department of Building Safety for additional requirements. Rev. 09/2017 RESIDENTIAL Building Permit — Plan Review Worksheet Address: LJ 50/ ( -kQ ev- 51. Zoning: R Lot Size: ( (1 (0(2 ( 5;5o�-) sq. ft. Lot Width: 5 ; PUM) ft. Property in the flood plain? 00 If yes, notify PW Floodplain Administrator and add surveying condition FLD Subdivision: w>?�f © kA5or1 Any conflict? (Y/N) Related Cases: j A Type of project (applicable survey conditions in parenthesis): 0 Accessory ISP, ILC or site plan none if in floodplain (FLD) ❑ Addition ILC and site plan if w/in 2' of setback or in floodplain (FND) if in floodplain (FLD) ❑ New ILC and site plan yes (FND) if w/in 2' of setback (NRS) if in floodplain (FLD) Maximum Lot Coverage: gDl, % Existing Improvements (footprints): House: 2 (� ,� (51tf Vla v, sq. ft. Shed: sq. ft. Detached garage: sq ft. Other: sq. ft. Total Existing Z ((� �� sq. ft Lot Coverage % 4 Jsq. ft. Proposed Improvements (footprints): House/addition: sq. ft. Shed: sq. ft Detached Gar e: 8 sq. ft. Other:�t�e 376 sq. ft. Proposed+Existing 253 9' sq. ft Lot Coverage 71,9 % S Required Setbacks: FR 2� S S ( R Provided Setbacks: FR 105 ' �( `t S 30' SZ• ,� R For additions or new construction, is the structure within 2 feet of minimum setbacks? 0 JP If yes, add surveying condition FND. Maximum Height: P ft. Proposed Height: -iQ ft. Maximum Size: 1400 sq. ft. Proposed Size: '3 7b sq. ft. Does the bulk plane apply? (Y/N) 00 If yes, does it meet on all sides (Y/N): FR S S R (See 26-642 and 26-120.C.1 — applies to all single-family structures (new, addition, accessory) in R -1C and R-3) Parkland Conditions Does the permit result in a new dwelling unit (new structure or conversion from non -res use)? V16 If yes, have parkland dedication fees already been paid (eg with a previous land use approval)? If fees are owed, add condition PFEE, notify owner, notify building division, enter fee amount in ADG. Rev. 09/2017 Streetscape Conditions Does the permit result in any of the following conditions? ❑ Construction of new roads ❑ Platting of new lots ❑ New development ❑ Additions that increase gross floor area (not just the footprint) by 60% or more (proposed floor area — existing floor area ) / existing floor area = % increase If any box above is checked... For SF/DUPLEX—Is there existing ❑ Curb ❑ Gutter L35 -ft+ sidewalk adjacent to the property? If curb, gutter or sidewalk is missing, streetscape construction or fees -in -lieu will be required. MULTIFAMILY—Does the frontage meet current city standards? If not, streetscape construction or fees -in -lieu will be required. Fees -in -lieu of dedication or construction are due at the time the permit is issued. Access Conditions (apply to all new driveways, garages, additions, or new homes/units) ❑ For one and two-family dwellings, the first 25' of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. ❑ For all uses other than one and two family dwellings, no vehicle entrances or exits may be closer than 25' to any property line, except when used as joint access for two or more lots. ❑ In residential zone districts, curb cuts shall be at least 10 feet and not more than 24 feet in width. ❑ One and two-family dwellings may have horseshoe driveways, provided that the street accesses are at least 30 feet apart, measured from the interior edges. ❑ For all uses, one access point per property is permitted. Landscaping Conditions (apply to additions and new dwelling units) ❑ For one -and two-family dwellings, one tree for every 70 feet of street frontage is required. Frontage of lot - width of driveway / 70 = (round up for required trees) Street trees required: Street trees provided: ❑ 100% of the front yard and 25% of the entire lot must be landscaped prior to issuance of C.O. ❑ In the event that landscaping cannot be installed due to inclement weather prior to the issuance of a C.O., an escrow agreement with financial guarantees may be allowed to ensure future installation. 125% of the cost of the proposed improvements will be required with the agreement. These funds will be reimbursed back to the property owner or contractor once the improvements are in place. Dwelling Unit ❑ Not approved as an independent dwelling unit. Durable Bea OWN F; Y Q L F -m t� Need a strong, beautiful r :M engineered laminated beam that's highly decay resistant? te'4R rte' f W 1 t MVV{ a Specify and order your Durable Laminated Beams today. Boise cascade Engineereri Wood Pra'dud Please Note: Durable beams are intended for wet conditions of use above direct ground or water contact. R70no. Guarcunteed design vaffues Aft hkecWraL He§p you meetyour appearance esrpectaVons Decay �i7 �r r� o Allowed per building code for extedorf applications ONE OF THE BEST BEAMS ON THE MARKET FOR EXTERIOR EXPOSURE APPLICATIONS Certified and inspected by APA - The Engineered Wood Association. Allowable design values shown on pages 2-3 ® Comparable strength that rivals treated glulams in Douglas fir and southern yellow pine . Naturally decay resistant so no added chemicals are needed Ideal for chemical sensitive areas such as playground equipment, bridges, marinas and docks (not intended for direct contact with ground or water) • Architectural appearance that is light reflective The US Forest Service Research note FPL — 0153 lists Alaska Yellow Cedar in the resistant/ very resistant category • BOISE GLULAM° Alaska Yellow Cedar is available in our BC CALC° sizing software The Boise Cascade Homedale facility also manufactures: • Solid Roof Decking in Durable Species and Douglas Fir— 2x6, 2x8 • Curves and Arches in Douglas Fir— Alaska Yellow Cedar • Douglas Fir Glulam Beams • Rough Sawn Texture Available BOISE CASCADE STRUCTURAL WOODS PO Box 185 • 4318 Pioneer Rd. Homedale, ID 83628 T 208.337.3134 • F 208.337.3139 800.237.4013 www.BC.com/ewp Glulam@BC.com DURABLE BEAM AYC Homedale 0512016 2 BOISE GLULAM® CEDAR Allowable Design Stresses Product Grade Bending Fb [psi] Horizontal Shear F, [psi] Modulus of Elasticity E [psi] Compression Parallel Compression to Grain Perp to Grain Fc [psi] Fc [psi] Tension Zone in Tension Compression Zone in Tension Alaska Yellow Cedar 20F -V12 20F -V12 2000 1400 265 1,500,000 1500 560 Notes: • Reduction factors shall be applied to design stresses in wet -use conditions, see information on the right. • For fastener design, an equivalent specific gravity of 0.46 shall be used. • Alaska Yellow Cedar Beams come in a variety of widths and depths including 83/4" and 103/" sizes. • This product is also available in a balanced layup, 20F -V13 grade. • Evaluation Report: APA PR -1_313. Wet -Use Reduction Factors Stress Bending ShearModulus of ElasticityTensionCompression WRednFactor Par. to GrainCompression Perp to Grain Wet -Use Conditions National building codes require the use of naturally durable species or pressure preservative treated wood in exterior applications. Specifically addressing glulam products in these applications, the International Residential Code states the following: R319.1.5 Exposed glued -laminated timbers. The portions of glued -laminated timbers that form the structural supports of a building or other structure and are exposed to weather and not properly protected by a roof, eave or similar covering shall be pressure treated with preservative, or be manufactured from naturally durable or preservative -treated wood. Alaska Yellow Cedar (AYC) is one such durable specie that BOISE GLULAM® currently manufactures. When designing structural components in exterior applications, moisture content shall be considered. Wood strength and stiffness properties decrease with an increase in moisture content. Allowable glulam design values assume a moisture content of 16% or less. If a beam or column application Allowable Design Stresses ................................................ 2 Wet -Use Reduction Factors, Wet -Use Conditions ............................ 2 co BOISE GLULAMI CEDAR Alaska Yellow Cedar 22F -V14 Design Values...............................3 0 Alaska Yellow Cedar Strength and Hardness Comparisons ..................... 3 BOISE GLULAM® CEDAR Load Tables U 100% Load Duration - Dry -Use Conditions 4-- 3%" 20F-V12/AYC Grade ........................................... 4 0 5%" 20F-V12/AYC Grade ............... 0 6314" 20F-V12/AYC Grade ............... 0 115% Snow Load Duration - Dry -Use Conditions F 3%" 20F.V12/AYC Grade ........................................... 7 5V8" 20F-V12/AYC Grade ........................................... 8 63'4" 20F-V12/AYC Grade ........................................... 9 Alaska Yellow Cedar Durable Beam Guide is subjected to conditions that may cause a sustained moisture content greater than 16%, wet -use factors shall be applied. Those values are shown with the allowable stress value table, per the 2012 National Design Specification (NDS) for Wood Construction: Ultimately, it is a project's design professional of record and/or building official that should determine whether an exposed application shall be considered wet -use. This determination depends on the local climate, the amount of exposure, proximity to soil, etc. If a determination is not made by the project's design or code enforcement official, wet -use conditions should be assumed. It is recommended that exterior column applications be considered wet use, due to the higher probability of exposure. Beam load/span tables for both dry and wet conditions are listed on pages 4-18. Cedar glulam products shall not be used in ground or below ground contact applications, or marine environments. The project's designer should consult a connector/fastener manufacturer in regards to coating recommendations for those products. BOISE GLULAM®CEDAR Load Tables 125% Non -Snow Load Duration - Dry -Use Conditions 3%" 20F-V12/AYC Grade .......................................... 10 5%" 20E-V12/AYC Grade .......................................... 11 63'4" 20F-V12/AYC Grade .......................................... 12 100% Load Duration - Wet -Use Conditions 3Ve" 20E-V12/AYC Grade .......................................... 13 5Vs" 20F-V12/AYC Grade .......................................... 14 61'4" 20E-V12/AYC Grade .......................................... 15 115% Snow Load Duration - Wet -Use Conditions 3%" 20F-V12/AYC Grade .......................................... 16 5Va" 20F-V12/AYC Grade .......................................... 17 63'4" 20F-V12/AYC Grade .......................................... 18 BOISE GLULAM® CEDAR Column Table &Allowable Stresses .................. 19 Features....................................................... Back Cover 05/09/2016 BOISE Gtr ULAW CEDAR Design Values Alaska ( F ---7Y2 6 4.2 - - --- - - _ _ 3313 _ 3125 56.3 7 Y2 5.3 4141 4883 109.9 9 I 6.3 ( 4969_ 7031 189.8 10Y 7.4 5797 _ 9570 301.5 12 8.4 -- �_ 6625 12500 450.0 13% 9.5 i 7453 15820 640.7 3 Y8 15 10.5I 8281 i I 19531 878.9 16Y2 11.6 It- 9109 ( 23633_ 1169.8 18 12.7 - _ 9938 28125 1518.8 19Y2 13.7 10766 33008 1931.0 21 14.8 11594 38034 2411.7 22'/z 15.8 12422 1 43361 2966.3 24 16.9 13250 49018 3600.0 6 6. I i--- 9 5433 5125 92.3 �- _ 7Y2 I 8.6 6791 8008 180.2 I— --- 9 10.4 8149 I 11531 311.3 10'/z ; 12.1 I 12_=,I3.8 9507 10865 ! 15695 i - 494.4- _ ; 20500 ( 738.0 13Y2 15.6 5YB 15 I 12223 25642 1050.8 - 17.3 13581 31324 1441.4 ( 16Y2 19.0 - - 14939 37543 1918.5 18 20.8 1 16298 !- 442922490.8 --- 19% _ 22.5 ; 17656 I 51567 3166.8 ( 21 i 24.2 - 19014 I I 59364 22Y2 ( 25.9 t _ 20372 ; -- 67679 3955.2 4864.7 24 24 I 27.7 21730 76509-- 5904.0 7% 4 � 11. - 8944 ; 10547 237.3 9 13.7- 10733 i 15188 410.1 10Y2 15.9 12521 20381 651.2 12 18.2 14310 26267 972.0 13% 20.5 16099 32854 1384.0 6s/ I 15 22.8 17888 40136 1898.4 16% ( 25.1 19676 48104 2526.8 18 27.3 21465 56751 3280.5 2 , 29.6 ( 23254 66073 4170.9 21 31.9 25043 76063 ( 5209.3 22% 34.2 ( 26831 i 86717_ 6407.2 24 36.5 Notes: 28620 98030 7776.0 1. Allowable moment calculated using glulam volume factor (C) with a span length of 21 ft. Allowable moment be (21/Span Length [ft])"" for longer spans. shall multiplied by 2. Allowable moment values assume simple span applications. Design values listed per dry -use conditions. For wet -use applications, apply corresponding factors per table 3. Alaska Yellow Cedar beams come in a variety of widths and depths including Wand V13 grade. on page 2. 10Y," sizes. This product is also available in a balanced layup, 20E -j Alaska Yellow Cedar Durable Beam Guide 05/09/2016 BOISE SE GLULAW CEDAR' Beams Floor Load Tables ---- -•- ••••••-- -, w_, u-1 nyuta w LI&W. coral uoaa values are Table values for Minimum Required Bearing Lengths are based on the allowable compression the capacity of the beam in addition to its own weight. design value perpendicular to grain for the beam and the Total Load value shown. Other design • Live Load values are limited by deflection equal to U360. Check with project's design professional considerations, such as a weaker support material, may warrant longer bearing lengths. Table of record for other possible deflection limits. values assume that support is provided across the full width of the beam. Live load is equal to 0.8 of total load (residential loading). This table was designed to apply to a broad range of applications. It may be possible to exceed the Table assumes dry -use conditions, moisture content of beam not to exceed 16% limitations of this table by analyzing a specific application with the BC CALC® software. Table values assume that lateral support is provided at each support and continuously along the For longer span applications, camber shad be considered by project's design professional of record. compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide 05/09/2016 Dbry-U e u.aonc'1Jvi ns KEY TO TABLE: Top Figure = Allowable Total Load [plf) for Simple Spans Only Middle Figure = Total Load [pit] for Multiple Spans Bottom Figure = Minimum Required Bearing Lengths at End / Intermediate Supports [in] Span Span 1111 Type Simple 6'. 7.5" 9" 10.5" 12" 13.5" 15" 16.5" 18" 19.5" 21" 22.5" 24" 6 Multiple 690 482 1080 1556 2119 2769 3506 4219 4218 4216 4215 4214 4213 4212 Min. Bearing 1.5/3 754 1.9/3.3 1087 2.7/4.7 1481 3.6/6.4 1936 4.8/8.3 2451 2614 2613 2612 2611 2610 2609 2608 Sim ple 305 596 873 1189 6110.5 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3!11.3 7.3/11.3 8 Multiple 269 422 609 830 1554 1968 2431 2942 3159 3158 3157 3156 3155 Min. Bearing 1 1.5/3 1.5/3 2/3.5 2.7/4.8 1 1085 3.6/6.2 1375 4.5/7.9 1698 5.6/9.8 1957 6.8111.3 1956 1955 1954 1953 1952 Simple 156 305 527 758 992 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 10 Multiple 171 268 387 529 692 1256 1552 1879 2237 2524 2523 2522 2521 M. i 8 'in. 1.5/3 1.5/3 1.5/3 2 .2/3.8 2.9/5 876 3.6/6.3 1083 4.5/7.8 1312 5.4/9.5 1562 6.4/11.2 1561 7.3/11.3 1560 1559 1558 Simple 90 177 305 485 686 869 1074 1301 1550 7.3/11.3 7.3/11.3 7.3/11.3 12 Multiple 117 185 267 365 478 606 749 907 1081 1820 2100 2 2 099 2098 Min. Bearing 1.5/3 1.5/3 1.5/3 1.7/3.2 2.4/4.2 3/5.3 3.7/6.5 4.5/7.9 5.419.4 1270 6.3/11 1298 7.3/11.3 1296 14 Simple 57 111 192 305 456 636 787 953 1135 1334 1548 7.3/11.3 7.3/11.3 Multiple 75 134 195 266 349 442 547 664 791 929 1079 1778 1796 Min. Bearing Sm iple 1.5/3 1.5/3 1.5/3 1.513 1.9/3.6 2.6/4.5 3.2/5.6 3.9/6.8 4.6/8 5.4/9.4 6.2/1 0.9 1109 7.2/11.3 1108 7.3/11.3 16 Multiple - - 75 98 129 204 305 435 596 727 866 1018 1181 1357 1546 Min . Bearing - 1.5/3 147 1.5/3 202 1.5/3 265 1.5/3.1 337 2/4 417 505 603 708 823 945 967 Simple - 52 90 1 144 1214 2.8/4.9 3.4/5.9 4/7 4.7/8.3 5.519.6 6.3/11 7.1/11.3 18 Multiple - 69 115 158 305 419 557 682 801 930 1069 1212 Min. Bearing 1.5/3 1.5/3 1.5/3 208 1.5/3 264 1.6/3.5 327 2.2/4.3 397 2.9/5.3 473 3.6/6.2 557 647 744 843 Simple - 66 105 1 156 222 305 4.2/7.3 4.9/8.5 5.6/9.8 6.3/11.1 20 Multiple - - 87 127 167 1 212 263 406 319 527 646 750 856 968 Min. Bearing _. g - 1.5/3 1.5/3 1.513 1 1.5/3.2 1 1.8/3.9 1 24/47 1 381448 3IraV, I 'Aa,ec J 520 ..,-,..� 594 673 ---- -•- ••••••-- -, w_, u-1 nyuta w LI&W. coral uoaa values are Table values for Minimum Required Bearing Lengths are based on the allowable compression the capacity of the beam in addition to its own weight. design value perpendicular to grain for the beam and the Total Load value shown. Other design • Live Load values are limited by deflection equal to U360. Check with project's design professional considerations, such as a weaker support material, may warrant longer bearing lengths. Table of record for other possible deflection limits. values assume that support is provided across the full width of the beam. Live load is equal to 0.8 of total load (residential loading). This table was designed to apply to a broad range of applications. It may be possible to exceed the Table assumes dry -use conditions, moisture content of beam not to exceed 16% limitations of this table by analyzing a specific application with the BC CALC® software. Table values assume that lateral support is provided at each support and continuously along the For longer span applications, camber shad be considered by project's design professional of record. compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide 05/09/2016 BOISE GLULAW CEDAR Beams Floor Load Tables --i.oro i.o/s 1.5/3.4 1.713.9 2/4.4 Total Load values are limited by shear, moment or deflection equal to 1-1240. Total Load values are Table values for equire Minimum Rd Bearing Lengths are based on the allowable compression the capacity of the beam in addition to its own weight, design value perpendicular to grain for the beam and the Total Load value shown. Other design Live Load values are limited by deflection equal to L/360. Check with project's design professional considerations, such as a weaker support material, may warrant longer bearing lengths. Table of record for other possible deflection limits. values assume that support is provided across the full width of the beam. Live load is equal to 0.8 of total load (residential loading). This table was designed to apply to a broad range of applications. It may be possible to exceed the Table assumes dry -use conditions, moisture content of beam not to exceed 164,. limitations of this table by analyzing a specific application with the BC CALC$ software. Table values assume that lateral support is provided at each support and continuously along the For longer span applications, camber shall be considered by project's design professional of record. compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide 05/09/2016 I Dr KEY TO TABLE: Top Figure= Allowable Total Load fplfj for Simple Spans Only i Middle Figure = Total Load [plf] for Multiple Spans Bottom Figure = Minimum Required Bearing Lengths at End / Intermediate Supports Span n Span [in] I Type Simple 6" 1132 7.5" 9" 10.5" 12" 13.5" 15" 16.5" 18" 19.5 21" 6 Multiple 790 1771 1237 2552 3476 4542 5750 6918 6917 6915 6913 6912 6910 6908 Min. Bearing 1.5/3 1.9/3.3 1783 2.7/4.7 2429 3.6/6.4 3175 4.8/8.3 4020 6!10.5 4288 7.3/11.3 4286 4284 4282 4281 4279 4277 Simple 500 978 1431 1950 2549 7.3!11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3!11.3 8 Multiple 441 692 999 1361 1780 3228 2255 3987 2785 4826 5181 5179 5178 5176 5174 Min. Bearing 1.5/3 1.5/3 2/3.5 2.7/4.8 3.6/6.2 4.5!7.9 5.619.8 3210 6.8/11.3 3208 3206 7.3/11.3 7.3/11.3 3204 7.3/11.3 3203 3201 10 Simple Multiple 256 500 865 1243 1626 2060 2545 3082 3669 4139 4137 7.3!11.3 4135 7.3/11.3 4134 Min. Bearing 280 1.5/3 440 1.5/3 635 1.5/3 867 2.2/3.8 1134 2.9/5 1437 3.6/6.3 1776 2151 2562 2560 2559 2557 2555 Simple 148 290 500 795 4.5/7.8 5.4/9.5 6.4/11.2 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 12 Multiple 192 303 438 I 1125 1426 1762 2134 2542 2985 3444 3442 3440 Min. Bearing 1.5/3 1.5/3 1.5/3 598 1.7/3.2 783 2.4/4.2 993 3/5.3 1228 3.7/6.5 1488 4.5/7.9 1773 5.4/9.4 2083 2128 2126 2125 Simple 93 182 315 500 747 1043 1290 1563 6.3/11 7.3/11.3 7.3!11.3 7.3/11.3 14 Multiple 123 220 319 436 572 726 898 1088 18 62 2169 2499 2 851 2945 Min. Bearing 1.5/3 1.5/3 1.5/3 1.5/3 .6 2.6/4.5 3.2/5.6 3.9/6.8 1297 4.6/8 1512 5.3/9.4 1742 6.2/10.8 1819 1817 Simple 63 122 211 335 50 713 978 1186 1401 1633 1882 7111.3 7.3/11.3 16 Multiple Min. Bearing 82 1.5/3 161 242 331 1 435 552 683 825 975 1137 1310 2147 1495 2429 1587 Simple 1.5/3 1.5/3 1.5/3 I1.5/3.1 2/4 2.8/4.9 3.4/5.9 4/6.9 4.6/8.1 5.3/9.3 6.1/10.6 6.8/11.3 18 Multiple - 86 113 148 235 352 500 687 914 1090 1270 1464 1671 1891 Min. Bearing 1.5/3 1 189 1.5/3 I 259 1.5/3 340 1.5/3 433 1.6/3.5 532 2.2/4.3 640 2.915.2 757 3.5/6.1 883 1018 1162 1315 Simple 63 108 1 172 256 365 500 666 865 4.1 /7.1 4.7/8.2 5.319.3 6/10.5 20 Multiple - 82 1 142 1 208 273 345 423 509 602 1014 703 1169 1334 1510 Min. Bearing Simple - 1.5/3 1.5/3 11.5/3 1.5/3 1.5/3.1 1.8/3.8 2.4/4.6 3.115.4 3.6/6.3 811 4.2/7.3 926 4.7/8.3 1049 5.4/9.4 22 Multiple I- - 81 129 193 274 376 500 650 826 952 1087 1231 Min. Bearing - 107 169 ?22 280 343 4i3 489 571 659 753 853 Simple - 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.5 2/4.1 2.6/4.9 3.3/5.7 3.7/6.6 4.3/7.5 4.818.4 24 Multiple - 63 99 148 211 290 386 500 636 789 901 1021 Min. Bearing - - - 82 1.5/3 131 1.5/3 183 1.5/3 230 1.513 283 1.5!3.1 341 1.7/3.8 404 2.2/4.4 472 545 623 706 Simple - 78 117 166 228 2.8/5.2 3.4/6 3.9/6.8 4.4/7.7 26 Multiple - - - 103 152 192 237 303 394 500 625 758 859 Min. Bearing Simple - - 1.5/3 1.5/3 1.5/3 1.513 285 1.5/3.4 338 1.9/4.1 396 457 2.4/4.7 2.9/5.5 523 3.6/6.2 593 4/7 28 Multiple - - - 63 93 133 182 243 315 401 500 616 731 Min. Bearing - - - 82 123 162 200 241 287 335 388 444 503 Simple - - 1.5/3 1.513 1.5/3 1.5/3 1.5/3.2 1.6/3.7 2.1/4.4 2.6/5 3.1(5.7 3.7/6.5 30 Multiple - - 76 108 148 197 256 326 407 500 607 Min. Bearing - - - 100 138 171 206 245 287 332 380 432 _ Simple - 1.5/3 1.5/3 1.5/3 1.5/3 32 Multiple - 61 89 122 163 211 268 335 412 500 Min. Bearing - 82 117 147 178 211 248 287 329 373 Simple - - - 1.5/3 1.513 1.5/3 1.5/3 1.5/3.2 1.6/3.8 2/4.3 2.4/4.9 2.9/5.6 34 Multiple - - - - 74 102 136 176 224 280 344 417 Min. Bearing - - - 98 127 154 184 216 250 286 325 Simple - - 36 Multiple - - - - - 59 86 114 148 189 235 290 352 Min. Bearing - - - 82 111 135 161 189 219 251 285 Simple - _ 1.5/3 1.5/3 1.5/3 1.5/3 1.513.3 1.6/3.8 1 214.3 I 2.414.9 38 Multiple - - _ _ 70 97 126 160 200 246 299 Min. Bearing - - - - - 96 118 141 166 193 221 252 Simple - - 1.513 1.5/3 1.513 1.5/3.1 1.5!3.6 1.8!4.1 2.2/4.6 40 Multiple - - - - 58 81 108 137 172 211 256 Min. Bearing - - - 82 104 125 147 171 196 --- --i.oro i.o/s 1.5/3.4 1.713.9 2/4.4 Total Load values are limited by shear, moment or deflection equal to 1-1240. Total Load values are Table values for equire Minimum Rd Bearing Lengths are based on the allowable compression the capacity of the beam in addition to its own weight, design value perpendicular to grain for the beam and the Total Load value shown. Other design Live Load values are limited by deflection equal to L/360. Check with project's design professional considerations, such as a weaker support material, may warrant longer bearing lengths. Table of record for other possible deflection limits. values assume that support is provided across the full width of the beam. Live load is equal to 0.8 of total load (residential loading). This table was designed to apply to a broad range of applications. It may be possible to exceed the Table assumes dry -use conditions, moisture content of beam not to exceed 164,. limitations of this table by analyzing a specific application with the BC CALC$ software. Table values assume that lateral support is provided at each support and continuously along the For longer span applications, camber shall be considered by project's design professional of record. compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide 05/09/2016 ^BOISE GLULAM° CEDAR Beams Floor Load Tables WI L- VdIUUtj are limned by shear, moment or deflection equal to U240. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to U360. Check with project's design professional of record for other possible deflection limits. Live load is equal to 0.8 of total load (residential loading). Table assumes dry -use conditions, moisture content of beam not to exceed 16%. Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide • Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. • This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCI' software. For longer span applications, camber shall be considered by project's design professional of record. 05/09/2016 Dry -Use Canditions KEY TO TABLE: Top Figure = Allowable Total Load [plfj for Simple Spans Only Middle Figure = Total Load [plf] for Multiple Spans Bottom Figure = Minimum Required Bearing Lengths at End / Intermediate Supports [in] Span Span [n] I Type g•• 7.5" g" 1 10.5" 1 12" 13.5" 15" 16.5" 18" 19.5" 21" 24" 6 Simple Multiple 1491 1041 2332 3361 4578 5982 7573 9112 9110 9108 9105 9103 9101 9098 Min. Bearing 1.5/3 1629 1.9/3.3 2349 2.7/4.7 3200 3.616.4 4182 4.8/8.3 5295 6/10.5 5647 7.3/11.3 5645 5643 5640 5638 5636 5633 Simple 659 1287 1885 2568 3357 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 8 Multiple 581 911 1315 1793 2344 4251 2969 5251 3669 6356 4227 6824 6822 6819 6817 6815 Min. Bearing 1.5/3 1.5/3 2/3.5 2.7/4.8 3.6!6.2 4.5/7.9 5.6/9.8 6.8/11.3 4225 4223 4221 7.3/11.3 7.3111.3 7.3/11.3 4218 4216 7.3/11.3 10 Simple Multiple 338 369 659 1139 1638 2142 2713 3352 4059 4833 5451 5449 5447 7.3/11.3 5444 Min. Bearing 1.5/3 579 1.5/3 837 1.5/3 1142 2.2/3.8 1494 2.9/5 1893 3.6/6.3 2340 2833 -- 3375 3372 3370 3368 3365 Sim le 195 381 659 1047 4.5/7.8 5.4 12 Multiple 253 399 577 1482 1878 2321 2801 3307 3852 4437 4533 4531 Min. Bearing 1.5/3 1.5/3 1.5/3 788 1.7/3.2 1032 2.4/4.2 1308 3/5.3 1618 3.7/6.5 1953 4.5/7.9 2307 5.3/9.3 2688 2803 2801 2798 Simple 123 240 415 659 984 1374 1683 6.2/10.8 7.1/11.3 7.3/11.3 7.3/11.3 14 Multiple 162 290 420 575 753 956 1171 2020 1406 2385 2779 3201 3652 3878 Min. Bearing Simple 1.5/3 1.5/3 1.5/3 1.5/3 1.9/3.6 2.6/4.5 3.2/5.5 3.8/6.6 1661 4.5!7.8 1936 5.2/9.1 2231 6/10.5 2396 6.8/11.3 2393 7.3/11.3 16 Multiple 82 108 161 212 278 442 659 939 1266 1520 1795 2092 2411 2750 3111 Min.Bearing 1.5/3 1.5/3 319 1.5/3 436 1.5/3 572 1.5/3.1 718 2/3.9 879 2.7/4.8 1056 3.3/5.7 1248 3.9/6.7 1455 1678 1915 2090 Simple 58 113 195 310 463 659 904 1 4.5/7.9 5.2/9 5.9/10.3 6.7/11.3 18 Multiple 76 149 249 341 443 556 682 1181 1396 1627 1875 2140 2422 Min. Bearing 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.6/3.4 2.2/4.2 819 2.915 969 3.4/5.9 1130 3.916.9 1303 4.5/7.9 1488 1684 Simple - 82 142 226 338 481 659 877 1113 1298 5.2/9.1 5.9/10.2 20 Multiple108 187 271 351 442 542 652 771 900 1497 1038 1709 1934 Min. Bearing Simple 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.1 4/7. 1 1186 1343 22 Multiple - 62 81 107 170 254 361 495 659 856 1057 1/7. 1392 1576 Min. Bearing - 1.513 141 1.5/3 219 1.5/3 284 1.513 358 1.5/3 439 1.5!3.4 529 2/4 626 731 844 964 1092 Simple - - 82 131 195 2.6/4.8 3.2/5.5 3.6!6.4 4.2/7.3 4.7/8.2 24 Multiple 108 172 234 278 295 381 508 659 838 1010 1154 1307 Min. Bearing - - 1.5/3 1.513 1.5/3 1.5/3 362 1.5/3.1 436 1.7!3.7 517 2.2/4.3 604 2.8/5 698 3.3/5.8 798 3.8/6.6 904 26 Simple Multiple - 64 103 154 219 300 399 518 659 823 970 1099 Min. Bearin - - 85 1.5/3 135 1.5/3 195 1.5/3 246 303 365 433 506 585 669 758 Simple 1.5/3 1.5/3 1.5/3.4 1.9/4 2.4/4.6 28 Multiple - - - 82 123 175 240 320 415 528 659 811 935 Min. Bearing - - - 108 162 207 256 309 366 429 496 568 644 Simple - - - 1.5/3 1.5/3 1.5/3 1.513 1.5/3.1 1.613.6 2.1/4.2 2.6/4.9 3.1/5.6 3.6/6.3 30 Multiple - - - 64 100 I 142 195 260 338 429 536 659 800 Min. Bearing - - 88 132 177 218 264 313 367 425 486 552 Simple - 1.5/3 1.5/3 1.513 1.513 1.5/3 1.5/3.4 32 Multiple - 50 81 117 161 214 278 354 442 543 659 Min. Bearing - - 73 108 152 188 227 270 317 367 420 477 Simple 1.5/3 1.513 1.5/3 1.5/3 1.5/3 1.5/3.1 1.6/3.7 2/4.2 2.4/4.8 34 Multiple - - 64 97 134 179 232 295 368 453 550 Min. Bearing - - 90 129 162 197 235 275 319 366 416 Simple - - 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.4 1.8/3.9 2.2!4.5 2.6/5.1 36 Multiple - - 51 78 113 150 195 248 310 381 463 Min. Bearing - - 76 108 141 172 205 241 279 321 365 Simple - 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.2 1.6/3.7 2/4.2 2.4/4.8 38 Multiple - - 64 92 128 166 211 264 324 394322 Min. Bearing - - 92 124 151 180 212 246 283 Simple - - - - 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5!3.5 1.8/4 2.222 40 Multiple - - 52 76 106 142 181 226 278 338 Min. Bearing1 - - 79 108 133 159 187 218 250 285 2/4.3 WI L- VdIUUtj are limned by shear, moment or deflection equal to U240. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to U360. Check with project's design professional of record for other possible deflection limits. Live load is equal to 0.8 of total load (residential loading). Table assumes dry -use conditions, moisture content of beam not to exceed 16%. Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide • Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. • This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCI' software. For longer span applications, camber shall be considered by project's design professional of record. 05/09/2016 BUSS GLULAW CEDAR Beams Snow Load Tables uenecavn equal to lJ iou- lora) Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to U240. Check with project's design professional of record for other possible deflection limits. Live load equal to 0.75 of total load. For greater live/total applications (e.g. 50 psf snow or higher), analyze specific application with BC CALCs software. Table assumes dry -use conditions, moisture content of beam not to exceed 16%. Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide • Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC6 software. • For longer span applications, camber shall be considered by project's design professional of record. 05/09/2016 i KEY TO TABLE: Top Figure = Allowable Total Load [piq for Simple Spans Only Middle Figure = Total Load [plfJ for Multiple Spans Bottom Figure = Minimum Required Bearing Lengths at End / Intermediate Supports Span Span [in] [ft) Type Simple 6•• 7.5" 1 9" 10.5" 12" 13.5" 15" 16.5" 18" 19.5" 21" 22.5" 24" 6 Multiple 794 555 1243 868 1791 2438 3186 4033 4219 4218 4216 4215 4214 4213 4212 Min. Bearing 1.5/3 2.1/3.7 1251 3.1/5.4 1705 2228 2615 6.9/11.3 2614 2613 2612 2611 7.3/11.3 2610 2609 2608 Simple 445 697 1004 1368 1788 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 8 Multiple 310 486 701 956 1249 2265 2797 3160 3159 3158 3157 3156 3155 Min. Bearing 1.5/3 1.6/3 2.3/4 3.115.5 4.1/7.2 1582 5.2/9.1 1955 6.4/11.2 1957 1956 1955 7.3/11.3 7.3/11.3 1954 1953 1952 Simple 246 444 641 873 1142 1446 1786 2163 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 10 Multiple 197 309 446 609 797 1009 1247 1510 2525 1562 2524 2523 2522 2521 Min. Bearing 1.5/3 1.5/3 1.813.2 2.5/4.4 3.3/5.7 4.2/7.3 5.1/9 1561 6.2/10.9 7.3/11.3 7.3/11.3 15601 7.3/11.3 1559 1558 12 Simple iple Multin. 140 277 443 604 790 1001 1237 1498 1784 2095 2100 7.3!11.3 2099 7.3/11.3 2098 MBearing 136 1.5/3 213 1.5/3 308 1.5/3 421 2.1/3.7 551 2.7/4.8 698 3.5/6.1 863 1045 1245 1299 1298 1297 1296 Simple 87 173 301 4.3/7.5 5.2/9.1 6.2/10.8 7.2/11.3 7.3/11.3 7.3/11.3 7.3!11.3 14 Multiple 98 155 225 442 307 578 733 906 1098 1307 1536 1782 1797 1796 Min. Bearing 1.5/3 1.513 1.5/3 1.8/3.1 402510 2.3/4.1 3/5.2 631 3.7/6.4 765 4.4/7.8 911 5.3/9.2 1071 6.2/10.8 1110 1109 1108 Simple 57 114 200 320 441 559 691 838 7.2/11.3 7.3/11.3 7.3/11.3 16 Multiple 74 118 171 233 306 388 481 583 998 1172 1361 1563 1569 Min. Bearing Simple 1.5/3 1.5/3 1.513 1.5/3 2.1/3.6 2.6/4.5 3.2/5.6 3.916.8 695 4.618.1 817 5.4/9.5 948 6.3/11 969 7.2/11.3 967 7.3/11.3 18 Multiple 39 56 78 92 138 222 334 440 544 659 786 924 1072 1232 1393 Min. Bearing 1.5/3 1.5/3 133 1.5/3 183 1.5/3 240 1.8/3.2 305 2.314 378 2.9/5 458 3.5/6 546 4.1/7.2 642 746 858 858 Simple - 56 99 160 242 346 439 532 4.818.4 5.6/9.8 6.4/11.2 7.3/11.3 20 Multiple 73 107 147 193 245 304 369 634 440 745 864 986 1116 Min. Bearing Simple - 1.5/3 1.513 1.513 1.5/3 2/3.6 2.6/4.5 3.1/5.4 3.7/6.5 518 4.3/7.6 601 5/8.8 686 5.7/10 771 6.5/11.3 22 Multiple - - 41 60 73 118 179 258 356 438 522 611 705 805 910 Min. Bearing - 1.5/3 87 1.5/31 120 1.5/3 158 1.5/3 201 1.7/3.3 249 2.3!4.1 303 2.8/4.9 362 424 489 558 632 Simple 30 55 90 136 3.4/5.9 3.9/6.9 4.5/7.9 5.2/9 5.8/10.2 24 Multiple - 45 72 100 196 272 364 435 507 585 668 756 _ Min. Bearing - 1.5/3 131 167 208 253 300 351 405 462 524 Simple 42 69 105 152 212 284 26 Multiple - 61 84 111 141 175 213 365 426 492 562 636 Min. Bearing Simple - - 1.5/3 1.5/3 1.513 1.513 1.7/3.5 2.2/4.2 252 2.8/4.9 294 3.3/5.7 340 3.8/6.6 388 440 4. 8.5 9/ 9/ 28 Multiple - - 32 48 54 83 120 161 225 295 363 419 479 542 Min. Bearing - - 1.5/3 71 1.5/3 94 1.5/3 120 1.5/3 150 1.5/3.2 180 1.9/3.8 214 2.5/4.5 250 3/5.3 289 330 374 Simple - 42 66 96 3.5/6.1 4/6.9 4.5/7.8 30 Multiple 134 181 237 304 360 412 467 - 61 81 104 128 154 183 214 248 284 322 Simple - 1.5/3 1.5/31.5/3 1.5/3 1.7!3.6 2.1/4.2 2.7/4.9 3.2/5.6 3.716.4 4.117.3 32 Multiple - - 33 53 77 109 147 193 248 312 358 405 Min. Bearing - - 51 70 90 110 133 158 185 215 246 279 Simple - - 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.3 1.9/3.9 2.4/4.6 34 Multiple - - 42 63 89 121 159 205 258 313 355 Min. Bearing - 61 78 96 116 138 162 187 214 243 Simple - - 1.5/3 1.5/3 1.5/3 1.5/3.1 1.7/3.7 36 Multiple - - 34 52 73 100 132 170 215 267 313 Min. Bearing - - - 53 68 84 102 121 142 164 188 214 Simple 38 Multiple - - - 42 61 83 110 143 181 224 275 Min. Bearing - - - 60 74 89 107 125 145 166 189 Simple - - - 1.5/3 1.5/3 1.5/3 1.5/3.2 1.7/3.8 2.1/4.3 2.6/4.9 3.2/5.6 40 Multiple - - - 35 50 70 93 120 153 190 233 Min. Bearing _ -52 65 79 94 111 129 148 168 _ 1.5/3 1.5/3 1.5/3 1.5/3.1 1.5/3.6 1.9/4.1 2.4/4.7 2.9/5.3 Total Load values are Gmaarl uenecavn equal to lJ iou- lora) Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to U240. Check with project's design professional of record for other possible deflection limits. Live load equal to 0.75 of total load. For greater live/total applications (e.g. 50 psf snow or higher), analyze specific application with BC CALCs software. Table assumes dry -use conditions, moisture content of beam not to exceed 16%. Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide • Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC6 software. • For longer span applications, camber shall be considered by project's design professional of record. 05/09/2016 3 BOISE GLULAW CEDAR Beams Snow Load Tables otai Load values are limited by shear, moment or deflection equal to U180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to U240. Check with projects design professional of record for other possible deflection limits. Live load equal to 0.75 of total load. For greater live/total applications (e.g. 50 psf snow or higher), analyze specific application with BC CALC6 software. • Table assumes dry -use conditions, moisture content of beam not to exceed 16%. Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide • Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCs software. For longer span applications, camber shall be considered by project's design professional of record. 05/09/2016 KEY TO TABLE: Top Figure = Allowable Total Load [plf] for Simple Spans Only Middle Figure = Total Load [plf] for Multiple Spans Bottom Figure = Minimum Required Bearing Lengths at End ( Intermediate Supports [in] Span Span Iftl Type 6" 7.5•• 9'• 10.5' 12" 13.5" 15" 16.5" 18" 19.5" 21" 24" 6 Simple Multiple 1303 2038 2936 3999 5225 6615 6918 6917 6915 6913 6912 6910 6908 Min. Bearing 910 1.5/3 1424 2.1/3.7 2052 3.1/5.4 2796 4.2/7.3 3653 5.5/9.6 4289 4288 4286 4284 4282 4281 4279 4277 Simple 730 1142 1647 6.9/11.3 7.3/11.3 7.3111.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 8 Multiple 509 797 1150 2244 2933 3714 4587 5183 5181 5179 5178 5176 5174 Min. Bearin 1.5/3 1.6/3 2.3/4 1567 2049 3.1/5.5 4.1!7.2 2595 5.2/9.1 3206 6.4/11.2 3210 3208 3206 7.3/11.3 7.3/11.3 3204 3203 3201 Simple 403 728 1050 1432 1812 2371 2930 3547 4141 7.3/11.3 7.3!11.3 7.3/11.3 7.3/11.3 10Multiple 323 507 732 999 1306 1655 2045 2477 2562 4139 2560 4137 4135 4134 Min. Bearing Simple 1.5/3 230 1.5/3 1.8/3.2 2.5/4.4 3.3/5.7 4.2/7.3 5.1/9 6.2/10.9 7.3/11.3 7.3/11.3 2559 7.3111.3 2557 7.3/11.3 2555 7.3/11.3 12 Multiple 222 455 349 726 991 1296 1642 2029 2457 2926 3411 3444 3442 3111 440 NE . Bearing 1.5/3 1.5/3 505 1.5/3 690 903 2.1/3.7 2.714.8 1145 3.5/6.1 1415 4.3/7.5 1714 5.2/9.1 2042 2130 2128 2126 -- Simple 142 283 494 725 948 6.2/10.8 7.Z/11.3 7.3/11.3 7.3/11.3 7.3/11.3 14 Multiple 161 254 368 504 660 1202 1486 1800 2144 2498 2878 2946 2945 Min. Bearing 1.5/3 1.5/3 1.5/3 1.8/3.1 12.3/4.1 837 3/5.2 1035 3.7/6.4 1254 4.4/7.8 1495 5.3/9.2 1742 6.1/10.8 1821 7.1/11.3 1819 1817 16 Simple 93 187 327 524 723- 917 1134 1367 1615 1882 2168 7.3/11.3 2473 7.3/11.3 Multiple Min. Bearing 122 1.513 193 280 383 637 788 951 1124 1310 1510 1588 2573 1587 Simple 63 1.5/3 1.5/3 1.5/3 2.113.6 1 2.6/4.5 3.2/5.6 3.9/6.8 4.618 5.3/9.3 6.1/10.7 7/11.3 7.3/11.3 18 Multiple 92 129 150 227 365 549 721 886 1064 1256 1464 1688 1926 2178 Min. Bearing 1.5/3 1.5/3 219 1.513 300 1.5/3 394 1.8/3.2 500 2.3/4 615 2.8/5 739 3.4/5.9 873 1018 1174 1340 1407 Simple 44 91 163 263 396 568 707 4/7 4.7/8.2 5.4/9.4 6.1/10.7 6.9!11.3 20 Multiple 66 120 175 241 316 399 489 849 588 1003 696 1169 1348 1538 1741 Min. Bearing Simple 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 2/3.6 2.5/4.4 3/5.3 3.6/6.2 812 4.2/7.3 936 4.8/8.4 1069 5.5/9.5 1210 6.2/10.8 22 Multiple 32 48 67 98 120 194 294 423 575 691 817 953 1099 1254 1420 Min. Bearing 1.5/3 1.5/3 143 1.5/3 197 1.5/3 258 324 398 478 566 660 762 870 986 Simple 49 90 147 223 322 446 24 Multiple - 74 119 163 212 267 328 573 395 677 468 790 911 1041 1178 Min. Bearing Simple - 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 546 631 721 816 26 Multiple - 37 68 113 173 250 347 466 569 664 767 876 991 Min. Bearing - - 56 1.5/3 99 1.5/3 136 1.5/3 177 1 1.5/3 224 1.5/3 275 1.7/3.3 331 2.2/4 392 2.7/4.7 458 3.1/5.4 529 605 686 Simple - 53 88 136 197 274 369 483 565 3.6/6.3 4.117.1 4.618.1 28 Multiple - - 79 115 150 189 233 281 333 389 653 450 746 514 845 Min. Bearin Simple - 1.5/3 1.5/3 1.5/3 1.5/3 583 30 Multiple - 41 69 108 157 220 297 389 486 561 642 727 Min. Bearing - 63 98 128 161 199 240 285 334 386 441 501 Simple 1.5/3 1.5/3 1.513 1.5/3 1.5/3 1.7/3.4 2.1/4 2.7/4.7 3.1/5.4 3.5/6.1 3.9/6.9 32 Multiple - 32 55 86 127 178 241 317 407 487 557 631 Min. Bearing - 50 83 110 139 172 207 246 288 334 382 434 Simple - - 1.5/3 1.5/3 1.5/3 1.513 1.5/3 1.513.2 1.9/3.7 34 Multiple - - - 44 70 103 146 198 261 336 423 487 552 Min. Bearing - - - 67 95 121 149 180 214 251 291 333 378 Simple - - 1.5/3 1.5/3 1.5/3 1.5/3 36 Multiple - - 35 56 84 120 164 216 279 352 429 487 Min. Bearin - - 55 83 105 130 158 188 220 255 293 332 _ Simple - - - 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.3 1.9/3.8 2.4/4.4 2.9/5 3.2!5.6 38 Multiple - - 46 59 99 136 181 234 296 368 432 Min. Bearing - 71 92 114 139 165 194 225 258 294 -__ Simple - - 1.513 1.513 1.5/3 1.5/3 1.5/3.1 1.7/3.6 2.1/4.1 2.6/4.7 3/5.3 40 Multiple _ _ 37 57 83 114 152 197 250 312 382 Min. Bearing 59 81 101 123 146 172 200 229 261 •r 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.4 1.9/3.9 2.4/4.4 2.9/5 otai Load values are limited by shear, moment or deflection equal to U180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to U240. Check with projects design professional of record for other possible deflection limits. Live load equal to 0.75 of total load. For greater live/total applications (e.g. 50 psf snow or higher), analyze specific application with BC CALC6 software. • Table assumes dry -use conditions, moisture content of beam not to exceed 16%. Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide • Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCs software. For longer span applications, camber shall be considered by project's design professional of record. 05/09/2016 BOISE GL LAW CEDAR Beams Snow Load Tables 9" KEY TO TABLE: Top Figure = Allowable Total Load [plf] for Simple Spans Only Middle Figure = Total Load [plf] for Multiple Spans Bottom Figure = Minimum Required Bearing Lengths at End / Intermediate Supports [in] Span Span (ftl Tvoe a•• Total Load values are limited by shear, moment or deflection equal to U180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to U240. Check with projects design professional of record for other possible deflection limits. Live load equal to 0.75 of total load. For greater liveltotai applications (e.g. 50 psf snow or higher), analyze specific application with BC CALC9 software. Table assumes dry -use conditions, moisture content of beam not to exceed 16%. Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC3 software. For longer span applications, camber shall be considered by projects design professional of record. 0510912016 Simple 1716 ' 2684 3868 5267 rL 6882 I 64•a 8712 1 -10 1U.5" 18" 19.5" 1 21" 1 22.5" 24" 6 Multiple 1198 1875 2703 3682 4812 5649 9112 5647 9110 5645 9108 9105 9103 9101 9098 Min. Bearing 1.5/3 2.1/3.7 3.1/5.4 4.2/7.3 5.519.6 6.9!11.3 7.3/11.3 7.3/11.3 5643 5640 5638 5636 5633 7.3/11.3 7.3/ 11.3 7.3/11.3 Simple 961 1505 2169 2956 3863 4892 6042 6826 6824 6822 6819 7.3/11.3 7.3/11.3 8 Multiple Min. Bearing 670 1.5/3 1050 1515 2064 2699 3418 4222 4227 4225 4223 4221 6817 4218 6815 4216 _ Simple 531 1.6/3 2.3/4 3.1/5.5 4.1/7.2 5.2/9.1 6.4/11.2 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 10 Multiple 426 959 668 1384 1886 2466 3123 3858 4671 5454 5451 5448 5447 5444 Min. Bearing 1.5/3 1.5/3 964 1.8!3.2 1315 2.5/4.4 1721 3.3/5.7 2180 4.217.3 2694 5.1/9 3262 3375 3372 3370 3368 3365 Simple 303 599 957 1305 6.2/10.9 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 12 Multiple 293 460 666 1707 2163 2672 3225 3807 4435 4536 4533 4531 Min. Bearing 1.5/3 1.513 1.5/3 908 2.1/3.7 1189 2.7/4.8 1508 3.5/6.1 1864 4.3/7.5 2250 5.2/9 2657 2805 2803 2801 2798 Simple 188 373 650 954 1249 6.1/10.7 7.1/11.3 7.3/11.3 7.3!11.3 7.3/11.3 14 Multiple 213 335 485 663 1 1583 1939 2326 2747 3200 3686 3881 3878 Min. Bearing 1.5/3 1.5/3 1.5/3 1.813.1 869 2.3/4.1 1102 3/5.2 1350 3.6/6.4 1621 4.4/7.6 1914 2231 2398 2396 2393 Simple 123 246 431 691 952 5.1/9 6/10.5 6.9111.3 7.3/11.3 7.3/11.3 16 Multiple 161 254 368 504 1193 1459 1751 2068 2410 2777 3168 3389 Min. Bearing 1.573 1.5/3 1.513 1.5/3 661 2.1/3.6 829 2.6/4.5 1015 3.1/5.5 1218 3.8/6.6 1440 4.4/7.8 1678 5.2/9 1934 2092 2090 Simple 83 169 299 480 722 927 1135 1362 5.9/10.4 6.8/11.3 7.3/11.3 18 Multiple 122 198 288 395 512 643 787 1609 1876 2161 2466 2790 Min. Bearing 1.5/3 1.5/3 1.5/3 1.5/3 1.8/3.2 2.3/3.9 2.8/4.8 946 3.3/5.8 1118 3.9/6.8 1304 4.5/7.9 1503 5.2/9.1 1716 6/10.4 1853 20 Simple Multiple 58 120 214 346 522 739 905 1087 1284 1497 1726 1970 6.7/11.3 2229 Min. Bearing 87 1.5/3 158 1.5/3 231 1.5/3 314 1.5/3 407 1.5/3 511 2/3.5 626 2.5!4.3 753 891 1039 1199 1369 1549 Simple 42 88 157 256 2.9/5.1 3.5/6.1 4/7.1 4.7/8.1 5.3/9.3 6/10.5 22 Multiple 63 129 188 254 387 557 737 885 1046 1220 1407 1606 1818 Bearing 1.5/3 1.5/3 1.5/3 1.5/3 330 1.5/3 415 1.7/3.2 509 2.2/3.9 612 2.6/4.6 724 3.115.5 845 3.6/6.4 975 1114 1262 Simple 65 118 193 294 424 588 733 867 4.2/7.3 4.8/8.4 5.4/9.4 24 Multiple - 97 154 209 271 342 420 506 599 1012 1167 1332 1508 Min. Bearing - 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.9/3.5 2.4!4.2 2.8/5 699 807 922 1045 26 Simple Multiple - 49 90 149 228 329 457 614 729 851 981 1121 1269 Min. Bearing - - 74 1.5/3 128 1.5/3 174 1.5/3 227 1.5/3 286 351 423 502 586 677 774 878 Simple - 37 69 116 1.5/3 1.7/32 2.213.9 2.s/4.6 315.3 3.s/6.1 4/7 4.5/7.9 28 Multiple 57 104 179 260 362 486 620 724 835 954 1081 Min. Bearing 1.5/3 1.5/3 147 1.5/3 191 1.5/3 242 1.5/3 297 1.5/3 359 1.9/3.6 426 2.4/4.2 498 575 658 746 Simple - 54 91 30 Multiple 142 207 290 391 513 622 718 821 93D Min. Bearing - - 82125 163 206 254 307 364 427 493 564 640 Simple 1.5/3 Al 1.5/3 1.5/3 1.5/3 1.513 1.7/3.3 2.1/3.9 2.6/4.5 3/5.2 3.4/5.9 3.8/6.7 32 Multiple - 72 114 167 235 318 418 536 623 713 808 Min. Bearing - - 65 107 140 178 219 265 315 369 427 489 555 Simple 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.1 1.9/3.6 2.414.2 2.8!4.9 3.2/5.5 3,6/6.3 34 Multiple 33 58 92 136 192 261 344 442 545 623 707 Min. Bearing - 52 89 121 154 190 230 274 321 372 426 484 Simple - - 1.5/3 1.5/3 1.5/3 1.513 1.5/3 1.513 1.7/3.4 2.1/3.9 2.6/4.5 3/5.2 3.3/5.9 36 Multiple 46 74 111 158 216 285 368 464 549 823 Min. Bearing - 72 105 134 166 201 240 281 326 374 425 Simple - - - 1.5/3 1.5/3 1.5/3 1.513 1.5/3 1.5/3.2 38 Multiple - 37 60 92 131 180 238 308 390 485 552 Min. Bearin - - 59 92 118 146 177 211 248 288 330 375 Simple - - - 1.5/3 1.5/3 1.5/3 1.513 1.5/3 1.5/3 1.7/3.5 2.1/4 2.6/4.6 3/52 40 Multiple 49 76 109 150 200 260 330 411 492 Min. Bearing - - 78 103 129 156 187 220 255 293 333 - _ 1 5 1 1 1 s/ a 1 G 114,,, Total Load values are limited by shear, moment or deflection equal to U180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to U240. Check with projects design professional of record for other possible deflection limits. Live load equal to 0.75 of total load. For greater liveltotai applications (e.g. 50 psf snow or higher), analyze specific application with BC CALC9 software. Table assumes dry -use conditions, moisture content of beam not to exceed 16%. Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC3 software. For longer span applications, camber shall be considered by projects design professional of record. 0510912016 BOISE GLULAW CEDAR Beams Non -Snow Load Tables -- -- - -i.u•o.y 1.J/4.0 2.4/0.1 2.9/5.7 Total Load values are limited by shear, moment or deflection equal to U180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L1240. Check with projects design professional of record for other possible deflection limits. Live load equal to 0.75 of total load. Table assumes dry -use conditions, moisture content of beam not to exceed 16%. Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. For longer span applications, camber shall be considered by project's design professional of record. Alaska Yellow Cedar Durable Beam Guide 05/09/2016 - "- -up -yule = rwowaole total Load jpltj for Simple Spans Only Middle Figure = Total Load [plf) for Multiple Spans Bottom Figure = Minimum Required Bearing Lengths at End / Intermediate Supports [in] Span Span [ft1 Type 6•• 7,5•• 1 9•' 10.51. 12" 13.5" 15" 1 16.5" 1 18" 1 19.5•' 1 21" 22.5" 24" 6 Simple Multiple 864 603 1351 1947 2651 3464 4220 4219 4218 4216 4215 4214 4213 4212 Min.Bearin 1.5/3 944 2.3/4.1 1361 3.3/5.9 1853 4.6/8 2422 6/10.4 2615 2614 2613 2612 2611 2610 2609 2608 Simple 484 758 1092 7.3/11.3 7.3/11.3 7.3/11.3 7.3!11.3 7.3/11.3 7.3/11.3 7.3 /11.3 7.3/11.3 8 Multiple 338 529 763 1488 1039 1945 2462 3041 3160 3159 3158 3157 3156 3155 Min. Bearing 1.5/3 1.7/3.1 2.5/4.4 3.4/6 1359 4.5/7.8 1721 5.7/9.9 1958 7/11.3 1957 7.3!11.3 1956 1955 7.3/11.3 7.3/11.3 1954 1953 1952 Simple 246 483 697 950 1242 1573 1943 2352 2525 2524 7.3/11.3 7.3/11.3 7.3/11.3 10 Multiple 215 337 486 663 867 1098 1357 1563 1562 1561 2523 1560 2522 1559 2521 Min. Bearing Simple 1.5/3 1.5/3 2/3.5 2.7!4.8 3.6/6.2 4.5/7.9 5.6/9.8 6.8/11.3 7.3/11.3 7.3!11.3 7.3/11.3 7.3111.3 1558 7.3/11.3 12 Multiple 140 148 277 232 482 657 860 1089 1346 1630 1940 2101 2100 2099 2098 Min. Bearing 1.5/3 1.5/3 335 1.7/3 458 2.3/4 599 3/5.2 760 3.8/6.6 939 4.7/8.1 1137 5.6!9.8 1300 1299 1298 1297 1296 1 Simple 87 173 301 481 629 6.7/11.3 7.3/11.3 7.3!11,3 7.3/11.3 7.3/11.3 14 Multiple 107 169 245 334 438 798 986 1194 1422 1670 1798 1797 1796 Min. Bearing 1.5/3 1.5/3 1.5/3 2/3.4 2.6/4.5 555 3.2/5.7 687 417 832 4.8/8.4 992 5.7/10 1111 6.7/11.3 1110 7.3/11.3 1109 1108 Simple 57 114 200 320 480 608 752 912 1086 1276 7.3/11.3 7.3/11.3 16 Multiple 8D 128 186 254 333 423 523 635 756 889 1481 1570 1569 Min. Bearing Simple 1.5/3 1 1.5/3 1 1.5/3 1.513 2.2/3.9 2.8/4.9 3.5/6.1 4.2/7.4 5/8.8 5.9/10.3 970 6.8/11.3 969 7.3/11.3 967 7.3/11.3 18 1 Multiple I 39 56 78 100 138 222 334 479 592 718 855 1005 1167 1340 1393 Min. Bearing 1.5/31.5/3 146 199 1.5/3 262 1.8/3.5 332 2.5/4.4 411 3.1/5.4 499 3.8/6.6 595 4.5/7.8 699 812 859 858 Simple 56 99 160 242 346 478 579 5.2/9.2 6.1/10.6 7/11.3 7.3!11.3 20 Multiple 80 117 160 210 267 331 402 690 479 811 564 941 654 1073 1215 Min. Bearing Simple 1.5/3 1.5/3 1.5/3 1.5/3.1 2/4 2.8/4.9 3.4/5.9 4/7 4.7!8.3 5.5/9.6 747 6.2/10.9 771 7/11,3 22 Multiple 41 60 73 118 179 258 356 477 568 666 767 876 991 Min. Bearing - 1.5/3 95 1.5/3 131 1.5/3 172 1.5/3 219 1.7/3.6 272 2.3/4.4 330 3.1/5.4 394 3.7/6.4 462 533 608 689 Simple - 30 55 90 136 4.3/7.5 4.9/8.6 5.6!9.8 6.3/11.1 24 Multiple - 45 79 196 272 364 473 552 637 727 823 Min. Bearing - 1.5/3 1.5/3 109 1.5/3 143 1.513 183 1.5/3.3 227 1.9/4.1 276 2.6/4.9 328 3.3/5.8 382 3.9/6.8 441 504 571 Simple - - 42 69 105 152 212 284 371 4.5!7.8 5.1/8.9 5.8110.1 26 Multiple - 62 92 121 154 192 232 275 465 321 536 371 612 693 Min. Bearing Simple - 1.5/3 1.5/3 1.513 1.513 1.7/3.8 2.2!4.5 424 480 28 Multiple - 32 54 83 120 167 225 295 377 457 522 591 Min. Bearing - - - 48 78 103 132 164 197 233 273 315 360 408 Simple - - 1.513 1.5/3 1.5/3 1.5/3 1.513.5 1.9/4.2 2.5/4.9 3.1/5.7 3.8/6.6 4.3/7.5 4.918.5 30 Multiple - - 42 66 96 134 181 237 304 382 449 509 Min. Bearing - - - 63 89 114 140 169 200 234 271 310 351 Simple - - - 1.5/3 1.5/3 1.5/3 3.9 2.1/4.6 2.7/5.3 3.4!6.1 4/7 4.5/7.9 32 Multiple - - 33 53 77 109 147 193 248 312 386 442 Min. Bearing - - - 51 77 98 121 146 173 203 234 268 304 Simple - - 1.513 1.5/3 1.5/3 1.5/3 1.5/3.6 1.9/4.3 2.4/4.9 3/5.7 3.7/6.5 34 Multiple - - - 42 63 89 121 159 205 258 320 387 Min. Bearing - - - 64 85 105 127 151 177 205 234 266 Simple - - - 1.5/3 1.513 1.5/3 36 Multiple - 34 52 73 100 132 170 215 267 326 Min. Bearin - - 53 75 92 111 133 155 180 206 234 Simple - - - 1.513 1.5/3 1.5/3 1.5/3.2 1.5/3.7 1.9/4.3 2.4/5 2.9/5.7 3.5/6.5 38 Multiple - - 42 61 83 110 143 181 224 275 Min. Bearing 64 81 98 117 137 159 182 207 Simple - - 1.5/3 1.5/3 1.5/3 1.5/3.5 1.7/4.1 2.1/4.7 2.6/5.4 3.2/6.1 40 Multiple - - - 35 50 70 93 1 120 153 190 233 Min. Bearing - - - 54 , r 112 72 , 87 104 1 , 122 1 141 162 184 -- -- - -i.u•o.y 1.J/4.0 2.4/0.1 2.9/5.7 Total Load values are limited by shear, moment or deflection equal to U180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L1240. Check with projects design professional of record for other possible deflection limits. Live load equal to 0.75 of total load. Table assumes dry -use conditions, moisture content of beam not to exceed 16%. Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. For longer span applications, camber shall be considered by project's design professional of record. Alaska Yellow Cedar Durable Beam Guide 05/09/2016 BOISE GLULAW CEDAR Beams Non -Snow Load Tables TTotal Load values are limited by shear, moment or deflection equal to 0180. Total Load values are the capacity of the beam in addition to its own weight. I 1.01a.4 1.013./ 1 1.9/4.2 1 2.4/4.8 1 2.9/5.5 Table values for Minimum Required Bearing Lengths are based on the allowable compression Live Load values are limited by deflection equal to U240. Check with project's design professional design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing of record for other possible deflection limits. v • in Live load equal to 0.75 of total load. This table was designed to apply to a broad range of applications. It may be possible to exceed the Table assumes dry -use conditions, moisture content of beam not to exceed 16% limitations of this table by analyzing a specific application with the BC CALC3 software. Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. For longer span applications, camber shall be considered by projects design professional of record. KEY TO TABLE: Top Figure = pounds per lineal foot Allowable Total Load [plf] for Simple Spans Only Middle Figure = Total Load [plf] for Multiple Spans Bottom Figure = Minimum Required Bearing Lengths at End/ Intermediate Supports Span Span [in] fit) Type Simple 6" 1417 7.5" 9" 10.5" 12" 13.5" 15" 16.5" 18" 19.5" 21" 22.5" 24" 6 Multiple 990 2216 1548 3193 4348 5681 6920 6918 6917 6915 6913 6912 6910 6908 Min. Bearing 1.5/3 2.3/4.1 2232 3.3/5.9 1 3040 4.6/8 3972 6/10.4 4289 7.3/11.3 4288 4286 4284 4282 4281 7.3/11.3 4279 4277 Simple 794 1243 1791 2440 3189 7.3/11.3 7.3/11.3 7.3!11.3 7.3/11.3 7.3/11.3 7.3/11.3 8 Multiple 554 867 1251 1705 2228 4038 2822 4988 3211 5183 5181 5179 5178 5176 5174 Min. Bearing 1.5/3 1.7/3.1 2.5/4.4 3.4/6 4.5/7.8 5.7/9.9 7111.3 3210 3208 3206 7.3/11.3 7.3/11.3 7.3111.3 3204 3203 3201 Simple 403 792 1143 1557 2036 2579 3186 3857 4141 4139 7.3/11.3 7.3/11.3 7.3/11.3 10 Multiple Min. Bearing 352 1.5/3 552 797 1087 1421 1801 2225 2564 2562 2560 4137 2559 4135 2557 4134 2555 Simple 230 1.513 455 2/3.5 2.7/4.8 3.616.2 4.5/7.9 5.6/9.8 6.8/11.3 7.3111.3 7.3/11.3 7.3/11.3 7.3111.3 7.3/11.3 12 Multiple 242 381 790 1078 1410 1786 2207 2672 3182 3445 3444 3442 3440 Min. Bearing 1.5/3 1.5/3 550 1.713 751 2.3/4 983 3/5.2 1246 3.8/6.6 1540 4.7!8.1 1865 2132 2130 2128 2126 2125 Simple 142 283 494 789 1032 1308 5.6/9.8 6.7/11.3 7.3111.3 7.3(11.3 7.3!11.3 7.3/11.3 14 Multiple 176 277 401 548 718 1617 1958 2332 2717 2948 2946 2945 _ Min. Bearing 1.5/3 1.5/3 1.5/32/3.4 2. 4.5 911 3.2/5.7 1127 4/7 1365 4.8/8.4 1627 5.7110 1822 1821 1819 1817 Simple 93 187 327 524 `78,..."., 998 6.7/11.3 7.3 111.3 7.3/11.3 7.3111.3 16 Multiple 132 210 305 417 1234 1488 1757 2047 2359 2575 2573 Min. Bearing 1.5/3 1.5/3 1.5/3 1.5/3 .g 694 2.8/4.9 859 3.5!6.1 1036 4.2/7.4 1224 1426 1590 1588 1587 Simple 63 129 227 365 549 5/8.7 5.8/10.1 6.6/11.3 7.3/11.3 7.3/11.3 18 Multiple 92 164 239 327 1 1429 785 964 1158 1367 1594 1836 2095 2284 Min. Bearing 1.5/3 1.5/3 1.5/3 1.513 1.8/3.5 545 2.5/4.4 670 3.1/5.4 805 3.7!6.5 951 4.4/7.6 1109 5.1/8.9 1278 1409 1407 Simple 44 91 163 263 396 568 770 924 1092 5.8 10.2 6.7/11.3 7.3 11.3 20 Multiple 66 131 191 263 345 435 534 641 758 1273 884 1467 1674 1894 Min. Bearing Simple 1.5/3 32 1.513 1.5/3 1.5/3 1.5/3.1 2/3.9 2.7/4.8 3.3/5.8 3.9/6.8 4.5/7.9 1020 5.2/9.1 1164 5.9/10.4 1264 6.7/11.3 22 Multiple 48 67 98 120 156 194 294 423 584 753 890 1038 1197 1366 1546 Min. Bearing 1.5/3 1.5/3 1.513 215 1.5/3 281 1.5/3 354 1.7/3.5 434 2.3/4.3 521 3/5.2 617 3.5/6.1 720 830 948 1074 Simple 49 90 147 223 322 446 598 738 4.1!7.1 4.7/8.2 5.3/9.3 6/10.6 24 Multiple - 74 130 179 232 292 358 431 510 861 993 1133 1283 Min. Bearing Simple - 1.5/3 1.5/3 1.5/3 1.5/3 1.5!3.2 1.9/3.9 2.6/4.7 32/5.6 596 3.7/6.5 688 4.3/7.4 786 4.8/8.5 890 5.519.6 26 Multiple - 37 56 68 102 113 173 250 347 466 609 724 835 954 1080 Min. Bearing 1.5/3 1.5/3 149 1.5/3 194 1.5/3 244 1.5/3 300 1.7/3.6 361 2.2/4.3 428 2.915.1 500 577 660 748 Simple - 53 88 136 197 274 369 483 3.4/5.9 3.916.8 4.417.8 5/8.8 28 Multiple - 79 126 164 207 254 307 363 617 425 711 813 920 Min. Bearing Simple - 1.5/3 1 1.5/3 1.5/3 1.5/3 1.513.3 1 1.9/4 491 561 636 30 Multiple - - 41 69 108 157 220 297 389 499 612 700 793 Min. Bearing - - - 63 1.5/3 104 1.513 140 1.5/3 177 1.513 218 1.5/3.1 263 1.7/3.7 312 2.1!4.3 364 421 482 546 Simple - - 32 55 86 2.7/5.1 3.3/5.8 3.8/6.6 4.3/7.5 32 Multiple - - 50 127 178 241 317 407 512 608 689 Min. Bearing - 1.5/3 83 1.513 120 1.5/3 152 1.5/3 188 1.5/3 227 1.5/3.4 269 1.914 315 2.4/4.7 365 418 474 Simple - - - 44 70 103 146 198 261 336 3/5.4 3.5/6.2 4/7 34 Multiple - - - 67 104 132 163 198 235 275 423 524 603 Min. Bearin Simple - - - 1.5/3 1.5/3 1.5/3 1.513 1.5/3.2 1.7/3.8 318 365 414 2.1/4.4 2.6/5.1 3.3/5.8 3.7/6.5 36 Multiple - 35 56 84 120 164 216 279 352 437 532 Min. Bearing - - 55 86 116 143 173 206 241 280 320 364 Simple - 1.5/3 1.5/3 1.5/3 1.513 1.5/3 1.5!3.6 1.9/4.1 2.4/4.8 2.9/5.4 3.516.1 38 Multiple - 46 69 99 136 181 234 296 368 450 Min. Bearing - - 71 102 126 152 182 213 247 283 322 Simple - - - 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3.3 1.7/3.9 2.1/4.5 2.6!5.1 3.2/5.8 40 Multiple - - 37 57 83 114 152 197 250 312 382 Min. Bearing - - 59 1 5! 3 88 F r 111 135 161 189 219 252 286 TTotal Load values are limited by shear, moment or deflection equal to 0180. Total Load values are the capacity of the beam in addition to its own weight. I 1.01a.4 1.013./ 1 1.9/4.2 1 2.4/4.8 1 2.9/5.5 Table values for Minimum Required Bearing Lengths are based on the allowable compression Live Load values are limited by deflection equal to U240. Check with project's design professional design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing of record for other possible deflection limits. lengths. Table values assume that support is provided across the full width of the beam. Live load equal to 0.75 of total load. This table was designed to apply to a broad range of applications. It may be possible to exceed the Table assumes dry -use conditions, moisture content of beam not to exceed 16% limitations of this table by analyzing a specific application with the BC CALC3 software. Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. For longer span applications, camber shall be considered by projects design professional of record. Alaska Yellow Cedar Durable Beam Guide 05/09/2016 L 12 BOISE GLULAM° CEDAR Beams Non -Snow Load Tables - - am - - -in--addition -, - .•- to •'its' -own "w' -n ••'e, ht'fu'- - u I OV. iumi Ludu vdiues are lame values for Minimum Required Bearing Lengths are based on the allowable compression the capacity of the beweig. design value perpendicular to grain for the beam and the Total Load value shown. Other design Live Load values are limited by deflection equal to L/240. Check with projects design professional considerations, suchas a weaker support material, may warrant longer bearing lengths. Table of record for other possible deflection limits. values assume that support is provided across the full width of the beam. • Live load equal to 0.75 of total load. This table was designed to apply to a broad range of applications. It may be possible to exceed the Table assumes dry -use conditions, moisture content of beam not to exceed 16%. limitations of this table by analyzing a specific application with the BC CALC® software. • Table values assume that lateral support is provided at each support and continuously along the For longer span applications, camber shall be considered by project's design professional of record. compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide 05/09/2016 KEY TO TABLE: Top Figure = Allowable Total Load [plq for Simple Spans Only 2-J- c.cr a.a I L.014.y 1 3.4/6 4.1/7.2 4.8/8.4 Middle Figure = Total Load [plt] for Multiple Spans 7.3/11.3 18 Multiple 122 216 299 480 722 Bottom Figure = Minimum Required Bearing Lengths at End / Intermediate Supports 1483 17 Span Span 2684 3008 Min. Bearing 1.5/3 1.5/3 314 1.5/3 431 1.5/3 558 1.8/3.4 1 700 2.5/4.3 [in] 1030 1218 [n] Type 6•' 7.5" 9" 10.5'• 12" 13.5" 15" 16.5" 18" 19.5" 21" 22.5" 3.6/6.3 6 Simple Multiple 1866 2918 4205 5726 7482 9114 9112 9110 9108 9105 9103 9101 24" 9098 1398 Min. Bearing 1303 1.5/3 2039 2.3/4.1 2939 3.3/5.9 4004 5232 5649 5647 5645 5643 5640 5638 5636 5633 971 Simple 1046 1637 2359 4.6/8 6/10.4 7.3111.3 7.3!11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 8 Multiple 729 1142 1647 3214 2245 4200 2935 5319 6569 6826 6824 6822 6819 6817 681 55 1140 Min. Bearing 1.5/3 1.7/3.1 2.5/4.4 3.4/6 4.5/7.8 3717 5.7/9.9 4230 7/11.3 4227 7.3/11.3 4225 4223 4221 4218 421 790 3.4!5.9 Simple 531 1043 1505 2051 2682 3397 65 118 7.3/11.3 7.3!11.3 7.3/11.3 7.3/11.3 7.3/11.3 10 Multiple 463 727 1049 1431 1872 2371 4196 2930 5080 5454 5451 5449 5447 5444 653 Min. Bearing 1.5/3 1.5/3 2/3.5 2.7/4.8 3.6/6.2 4.5/7.9 5.6/9.8 3377 6.8/11.3 3375 7.3/11.3 3372 3370 3368 3365 7.3/11.3 3.1/5.4 3.6/6.3 880 1006 Simple 303 599 1041 1420 1857 2352 2907 3508 457 614 7.3/11.3 7.3/11.3 7.3/11.3 4140 4538 Min. Bearing 12 Multiple 319 501 725 989 462 1641 2028 2448 2808 2805 4536 4533 453 11294 37 Min. Bearing Simple 1.513 1.5/3 1.7/3 2.3/4 3/5.2 3.8/6.6 4.7/8.1 5.6!9.8 6.6/11.3 7.3/11.3 2803 2801 279 8 7.3/11.3 7.3/11.3 7.3/11.3 14 Multiple 188 232 373 650 1039 1359 1723 2110 2531 2988 3481 3883 3881 3878 210 1.5/3 Min. Bearing 1.5/3 365 1.5/3 529 1.5/3 722 2/3.4 946 2.6/4.5 1 1200 3.2/5.7 1470 1764 2083 2400 2398 2396 2393 142 Simple 123 246 431 315.3 3.5/6.1 4/7 3.9/6.9 4.7/8.3 5.6/9.8 6.5/11.3 7.3/11.3 7.3/11.3 7.3111.3 16 Multiple 173 277 402 691 1036 1298 1588 1906 2251 2622 3021 3391 3389 179 Min Ruarinn 4 c , o 336 399 549 720 903 1105 1326 1567 1827 2094 2092 2nan - - am - - -in--addition -, - .•- to •'its' -own "w' -n ••'e, ht'fu'- - u I OV. iumi Ludu vdiues are lame values for Minimum Required Bearing Lengths are based on the allowable compression the capacity of the beweig. design value perpendicular to grain for the beam and the Total Load value shown. Other design Live Load values are limited by deflection equal to L/240. Check with projects design professional considerations, suchas a weaker support material, may warrant longer bearing lengths. Table of record for other possible deflection limits. values assume that support is provided across the full width of the beam. • Live load equal to 0.75 of total load. This table was designed to apply to a broad range of applications. It may be possible to exceed the Table assumes dry -use conditions, moisture content of beam not to exceed 16%. limitations of this table by analyzing a specific application with the BC CALC® software. • Table values assume that lateral support is provided at each support and continuously along the For longer span applications, camber shall be considered by project's design professional of record. compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide 05/09/2016 Simple 83 169 2-J- c.cr a.a I L.014.y 1 3.4/6 4.1/7.2 4.8/8.4 5.6/9.8 6.5/11.3 /.3 7.3 1151 7.3/11.3 18 Multiple 122 216 299 480 722 1009 1235 1483 17 2041 2352 2684 3008 Min. Bearing 1.5/3 1.5/3 314 1.5/3 431 1.5/3 558 1.8/3.4 1 700 2.5/4.3 858 3/5.2 1030 1218 1420 1637 1856 1853 Simple 58 120214 3.6/6.3 4.2/7.4 4.9/8.6 5.7/9.9 6.5/11.3 7.3/11.3 20 Multiple 87 173 252 346 522 748 985 1183 1398 1630 1879 2144 2426 Min. Bearing 1.5/3 1.5/3 1.5/3 342 1.5/3 444 1.5/3.1 557 2/3.8 683 2.7/4.7 821 3.2/5.6 971 1132 1306 1491 1664 Simple 42 88 157 256 387 3.8/6.6 4.4/7.7 5.1/8.8 5.8/10.1 6.5/11.3 22 Multiple 63 130 205 277 360 557 770 964 1140 1329 1532 1749 1979 Min. Bearing 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 452555 1.7/3.4 2.3/4.2 667 2.9/5 790 3.4!5.9 921 4/6.9 1063 1214 1375 Simple 65 118 193 294 424 588 787 945 1102 4.6/8 5.2/9.1 5.9110.3 24 Multiple - 97 169 228 297 373 458 552 653 763 1271 1451 1643 Min. Bearing Simple - 1.5/3 1.5/3 1.513 1.5/3 1.5/3.1 1.9/3.8 2.6/4.6 3.1/5.4 3.6/6.3 880 1006 1139 26 Multiple - 49 74 90 149 228 329 457 614 794 927 1069 1221 1383 Min. Bearing 1.5/3 134 1.5/3 191 1.5/3 248 1 1.5/3 312 384 462 548 640 739 845 957 Simple 37 1.5/3 1.7/3.5 2.2/4.2 2.8/4.9 3.315.8 3.8/6.6 4.3/7.6 4.9/8.5 28 Multiple 57 69 116 179 260 362 486 637 789 911 1040 1178 Min. Bearing 1.5/3 104 1.5/3 161 1.5/3 210 1.5/3 264 1.5/3 325 1.5/3.2 392 1.9/3.9 465 544 628 718 814 Simple - - 54 91 142 207 2.5/4.6 315.3 3.5/6.1 4/7 4.5/7.9 30 Multiple - 82 137 290 391 513 657 784 895 1014 Min. Bearing 179 226 278 336 399 466 539 617 699 Simple - - 1.5/3 1.5/3 32 Multiple - 42 72 114 167 235 318 418 536 675 778 881 Min. Bearing 65 110 154 195 240 280 345 403 467 534 606 Simple - 1.5/3 1.5/3 1.5/3 1.5/3 3/5.3 .4 3.4/6 34 Multiple - 33 58 92 136 192 261 344 442 557 772 Min. Bearing - - 52 89 133 169 209 252 300 352 407 466 529 Simple - 1.5/3 1.5/3 1.5/3 1.5/3 1.5/3 7.513.1 1.7/3.7 2.1/4.3 2.6/4.9 3.2/5.6 3.6/6.4 36 Multiple 46 74 111 158 216 285 368 464 576 680 Min. Bearing - 72 113 148 183 221 263 308 357 410 465 Simple 1.5/3 1.5/3 1.5/3 1.5/3 1.513 1.5/3.5 1.9/4 2.4/4.6 2.9/5.3 3.4/6 38 Multiple - 37 60 92 131 180 238 308 390 485 593 Min. Bearing - 59 94 130 161 195 232 272 316 362 411 Simple 1.5/3 1.5/3 1.5/3 1.513 1.5/3 1.5/3.3 1.7/3.8 2.1/4.4 2.6/5 3.2/5.6 40 Multiple - - 49 76 109 150 200 260 330 411 503 Min. Bearing - 78 114 142 172 205 241 280 321 366 - - 1.5/3 1.5/3 1.5/3 1.5/3 1 1.5/3.1 1.5/3.6 1.9/4.1 1 2.4/4.7 1 2.9/5.3 - - am - - -in--addition -, - .•- to •'its' -own "w' -n ••'e, ht'fu'- - u I OV. iumi Ludu vdiues are lame values for Minimum Required Bearing Lengths are based on the allowable compression the capacity of the beweig. design value perpendicular to grain for the beam and the Total Load value shown. Other design Live Load values are limited by deflection equal to L/240. Check with projects design professional considerations, suchas a weaker support material, may warrant longer bearing lengths. Table of record for other possible deflection limits. values assume that support is provided across the full width of the beam. • Live load equal to 0.75 of total load. This table was designed to apply to a broad range of applications. It may be possible to exceed the Table assumes dry -use conditions, moisture content of beam not to exceed 16%. limitations of this table by analyzing a specific application with the BC CALC® software. • Table values assume that lateral support is provided at each support and continuously along the For longer span applications, camber shall be considered by project's design professional of record. compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide 05/09/2016 'DIRMME GLULAW CEDAR Beams Floor Load Tables 131 Total Load values are limited by shear, moment or deflection equal to U240. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to 0360. Check with projects design professional of record for other possible deflection limits. Live load is equal to 0.8 of total load (residential loading). Table assumes wet -use, above ground conditions. Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALM software. For longer span applications, camber shall be considered by project's design professional of record. Alaska Yellow Cedar Durable Beam Guide 0 510 9/2 01 6 KEY TO TABLE: Top Figure Middle Figure Bottom Figure = Allowable Total Load [pit] for Simple Spans Only = Total Load [plf] for Multiple Spans = Minimum Required Bearing Lengths at End / Intermediate Supports [in] Span [ft] Span Type 6•• 7.5• 9" 10.51' 12" 13.5" 15" 16.5" 181• 19.5" 1 21" 22.5" 24" Simple 551 863 1244 1694 2214 2233 2232 2231 2230 2229 2228 2227 2226 6 Multiple 385 602 869 1184 1384 1383 1382 1381 1379 1378 1377 1376 1375 Min. Bearing 1.8/3.1 2.8/4.9 4/7.1 5.5/9.6 7.2/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 Simple 254 483 697 950 1242 1573 1672 1671 1670 1668 1667 1666 1665 8 Multiple 215 337 486 663 867 1035 1034 1033 1031 1 1030 1029 1 1028 1027 Min. Bearing 1.5/3 2.1/3.7 3/5.3 4.1/7.2 5.4/9.4 6.8/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 Simple 130 254 439 605 792 1003 1239 1334 1333 1332 1331 1330 1329 10 Multiple 136 213 309 421 552 699 825 824 823 822 821 819 818 Min. Bearing 1.5/3 1.5/3 2.4/4.2 3.3/5.8 4.3/7.5 5.5/9.5 6.7/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 Simple 75 147 254 404 547 694 857 1039 1109 1108 1107 1106 1105 12 Multiple 93 147 212 290 380 483 597 684 683 682 681 680 679 Min. Bearing 1.5/3 1.5/3 1.7/3.5 2.7/4.8 3.6/6.3 4.518 5.619.8 6.8/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 Simple - 93 160 254 379 507 627 760 906 948 946 945 944 14 Multiple 106 154 211 277 352 436 529 584 583 582 581 580 Min. Bearing 1.5/3 1.5/3 2/4.1 2.9/5.4 3.9/6.8 4.8/8.4 5.8/10.2 6.9/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 Simple - 62 107 170 254 362 478 579 690 811 826 825 824 16 Multiple 80 117 160 210 267 331 402 479 508 507 506 505 Min. Bearing 1.5/3 1.5/3 1.5/3.6 2.3/4.7 3.2/6 4.2/7.4 5.1/8.9 6.1/10.6 7.1/11.3 7.3/11.3 7.3/11.3 7.3/11.3 Simple 75 120 179 254 349 455 543 638 733 732 731 18 Multiple 91 125 164 209 259 315 376 443 449 448 447 Min. Bearing 1.5/3 1.5/3.2 1.8/4.2 2.6/5.3 3.5/6.5 4.5/7.9 5.4/9.4 6.3/11.1 7.3/11.3 7.3/11.3 7.3/11.3 Simple 55 87 130 185 254 338 437 514 597 657 656 20 Multiple 72 100 132 168 208 253 302 356 403 402 401 Min. Bearing 1.5/3 1.5/3 1.5/3.8 2.1/4.8 2.9/5.9 3.8/7.1 4.8/8.5 5.7/10 6.6/11.3 7.3/11.3 7.3/11.3 Simple - - 66 98 139 191 254 330 420 486 555 595 22 Multiple 81 107 137 170 207 248 291 336 364 363 Min. Bearing - - 1.5/3 1.5/3.4 1.8/4.3 2.4/5.4 3.2/6.5 4.1/7.7 5.1/9 5.9/10.4 6.8/11.3 7.3/11.3 Simple - - 50 75 107 147 196 254 323 402 460 520 24 Multiple 66 89 114 141 172 205 240 277 317 331 Min. Bearing - 1.5/3 1.5/3.1 1.514 2/4.9 2.7/5.9 3.5/7 4.4/8.2 5.4/9.4 6.1110.816.9 /11.3 Simple 59 84 116 154 200 254 318 386 1 437 26 Multiple 74 95 119 144 171 201 232 265 301 Min. Bearing 1.5/3 1.5/3.7 1.8/4.5 2.3/5.5 3/6.4 3.8/7.5 4.7/8.6 5.6/9.8 6.4/11.1 Simple 68 93 123 160 204 254 313 372 28 Multiple - - - - 81 101 122 145 170 196 225 255 Min. Bearing 1.5/3.4 1.614.2 2/5 2.6/5.9 3.3/6.9 4.1/8 5/9.1 5.9/10.3 Simple - - 55 75 100 130 165 207 254 309 30 Multiple - 69 86 104 124 145 168 192 219 Min. Bearing - 1.5/3.2 1.5/3.9 1.8/4.7 2.315.5 2.9/6.4 3.6/7.4 4.4/8.4 5.3/9.5 Simple - - - - 62 83 107 136 170 209 254 32 Multiple 74 89 106 125 145 166 189 Min. Bearing - - - - 1.5/3.6 1.6/4.3 2.1/5.1 2.6/6 3.2/6.9 3.9/7.8 4.7/8.9 Simple - 52 69 89 114 142 175 212 34 Multiple 64 77 92 108 126 144 164 Min. Bearing - 1.5/3.4 1.5/4.1 1.9/4.8 2.3/5.6 2.9/6.4 3.5/7.3 4.2/8.3 Simple 58 75 96 120 147 179 36 Multiple - - 67 80 94 110 126 144 Min. Bearing - 1.5/3.8 1.7/4.5 2.1/5.2 2.6/6 3.2/6.9 3.8/7.8 Simple - - - 64 81 102 125 152 38 Multiple - - 70 83 96 111 126 Min. Bearing - - - 1.6/4.2 1.9/4.9 2.4/5.7 2.9/6.5 3.5/7.3 Simple - - - - - - 53 70 87 107 130 40 Multiple - 62 73 85 98 112 Min. Bearing 1.5/4 1.8/4.7 2.2/5.4 2.7/6.1 3.2/6.9 Total Load values are limited by shear, moment or deflection equal to U240. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to 0360. Check with projects design professional of record for other possible deflection limits. Live load is equal to 0.8 of total load (residential loading). Table assumes wet -use, above ground conditions. Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALM software. For longer span applications, camber shall be considered by project's design professional of record. Alaska Yellow Cedar Durable Beam Guide 0 510 9/2 01 6 BOISE GL 14 ULAMO CEDAR Beams floor Load Tables - - Simple —1 - 71 '•�•� �1�•0.ar a.Z/tl 4.1/!.4 5.1/8.9 6/10.5 7/11.3 7.3/11.3 7.3/11.3 7.3/11.3 18 Multiple KEY TO TABLE: 196 Top Figure = Allowable Total Load [plq for Simple Spans Only 734 868 1012 1167 1200 1198 Middle Figure = Total Load [plfJ for Multiple Spans 205 1.5/3.2 270 1.8/4.2 343 2.6/5.3 423 3.5/6.5 508 4.5!7.8 601 5.3/9.2 702 6.1/10.7 737 1 735 Bottom Figure = Minimum Required Bearing Lengths at End / Intermediate Supports [n) 52 90 S fta�n Span 304 417 555 691 7!11.3 7.3/11.3 7.3/11.3 20 Multiple 69 118 164 216 Type 6" 1 7.5" 1 9" 10.5" 12" 13.5" 1 15" 1 16.5" 1 18" 19.5" 21" 22.5" 24" 6 Simple Multiple 904 1415 2040 2778 3631 3663 3661 3659 3656 3656 3654 3652 3651 313 Min. Bearing 631 1.8/3.1 988 2.8/4.9 1425 4/7.1 1941 2269 'If 2268 2266 2264 2262 2261 2259 2257 2255 327 Simple 417 523 597 5.5/9.6 79 ill 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3111.3 7.3/11.3 8 Multiple 352 792 1143 1557 2036 2579 2742 2740 2738 2736 2735 2733 2731 530 Min. Bearing 1.5/3 552 2.1/3.7 797 3/5.3 1087 4.1/7.2 1421 1697 1695 1693 1692 1690 1688 1686 1685 431 Simple 213 417 Simple - 5.4/9.4 6.8/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 1.3/11.3 10 Multiple 223 350 720 992 1298 1645 2033 2188 2186 2185 2183 2181 2179 681 Min. Bearing 1.5/3 1.5/3 506 2.4/4.2 691 3.3/5.8 905 4.3/7.5 1147 5.5/9.5 1353 6.7/11.3 1351 7.3/11.3 1349 1347 13461344 413 1342 Simple 124 241 417 662 897 1.8!4.3 2.3/5.2 3/6.1 7.3/11.3 7.3 111.3 7.3/11.3 7.3/11.3 7.3/11.3 12 Multiple 153 240 348 476 624 1138 1406 1703 1818 1817 1815 1813 1811 - Min. Bearing 1.5/3 1.5/3 1.7/3.5 2.7/4.8 3.6/6.3 792 4.5/8 979 5.6/9.8 1123 6.8/11.3 1121 7.3/11.3 1119 7.3/11.3 1117 1116 1114 - Simple 78 152 263 417 622 832 1029 1246 1485 30 7.3!11.3 7.3/11.3 7.3/11.3 14 Multiple 102 174 253 347 455 577 715 867 958 1554 1552 1550 1549 83 Min. Bearing Simple 1.5/3 1.5/3 1.5/3 2/4.1 5.4 3.9/6.8 4.8/8.4 5.8/10.2 6.9/11.3 956 7.3111.3 954 7.3/11.3 952 7.3/11.3 951 7.3/11.3 16 Multiple 52 69 102 131 176 279 4.4/8 594 783 945 1117 1302 1355 1353 1352 102 nni" c�� I 224 191 263 417 438 543 656 776 834 832 83n st9u - the capacity of the b ---" --- i' -••--•, •••-•••• "' -...,.,,a.,. — v4--- w LILYU. '.W1 LULU Value$ are eam in addition to its own weight. Live Load values are limited by deflection equal to LI360. Check with project's design professional of record for other possible deflection limits. Live load is equal to 0.8 of total load (residential loading). • Table assumes wet -use, above ground conditions. • Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide lame values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCs software. For longer span applications, camber shall be considered by project's design professional of record. 05/09/2016 Simple —1 - 71 '•�•� �1�•0.ar a.Z/tl 4.1/!.4 5.1/8.9 6/10.5 7/11.3 7.3/11.3 7.3/11.3 7.3/11.3 18 Multiple 94 124 196 293 417 572 734 868 1012 1167 1200 1198 Min. Bearing 1.5/3 149 1.5/3 205 1.5/3.2 270 1.8/4.2 343 2.6/5.3 423 3.5/6.5 508 4.5!7.8 601 5.3/9.2 702 6.1/10.7 737 1 735 733 Simple - 52 90 143 213 304 417 555 691 7!11.3 7.3/11.3 7.3/11.3 20 Multiple 69 118 164 216 273 335 403 478 807 558 930 644 1062 1076 Min. Bearing Simple - 1.5/3 1.5/3 1.5/3 1.5/3.8 2.1/4.7 2.9/5.8 3.8!6.9 4.7!8.2 5.4!9.5 6.3/11 659 7.1111.3 657 7.3/11.3 22 Multiple - 68 107 160 228 313 417 541 656 757 865 975 - Min. Bearing - 89 133 175 221271 327 387 453 523 597 595 Simple - 1.5/3 1.5/3 1.5/3.4 1.8/4.3 1 2.4/5.2 1 3.2/6.2 1 4.1/7.4 I4.9!8.6 5.6/9.9 6.4/11.3 7.3/11.3 24 - Multiple 52 83 124 176 241 321 417 530 627 716 811 - Min. Bearing - - 69 1 109 143 181 223 1 269 319 373 431 493 543 __ Simple - 1.5/3 1.5/3 1.5/3.1 1.5/3.9 2/4.7 2.7/5.7 3.5/6.7 4.4/7.8 5.119 5.8/10.2 6.6/11.3 26 Multiple - - 65 97 138 190 253 328 417 521 601 681 Min. Bearing - 86 —1.11 119 151 186 224 267 312 361 413 469 Simple - 1.5/3 1.5/3.6 1.8!4.3 2.3/5.2 3/6.1 3.8/7.1 4.7/8.2 5.4!9.4 6.1/10.6 28 Multiple - - 50 78 111 152 202 263 334 417 511 579 Min. Bearing - 69 100 127 157 189 225 264 305 350 397 Simple - - - 1.5/3 1.5/3 1.5/3.3 1.6/4 2/4.8 2.6/5.7 3.3/6.6 4.1/7.64.9/8.6 30 Multiple - - - - 62 90 124 164 213 271 339 417 497 Min. Bearing - - - - 83 108 133 161 192 225 261 299 340 Simple - - - 1.5/3 1.5/3 1.5/3.7 1.81AA 2.3/5.2 2.9/6.1 3.6/7 4.4/8 5.219.1 32 Multiple - - - - 73 102 135 176 224 279 344 417 Min. Bearing - - 92 114 138 165 194 225 258 293 Simple - 34 Multiple - - _ 59 84 113 147 186 233 286 348 Min. Bearing - 79 98 120 143 168 195 224 255 Simple - 36 Multiple - - _ 68 95 124 157 196 241 293 Min. Bearing - 85 104 124 146 170 196 223 _ Simple - 38 Multiple - - - 56 78 705 134 167 205 249 Min. Bearing - 74 91 109 128 149 172 196 Simple - 40 Multiple 87 114 143 176 213 Min. Bearing - _ - 79 95 113 132 152 173 Tnhl 1 —A ....1.. _ _ 1.5/3.2 1.5/3.8 1.814.4 2.2/5.1 2.7/5.8 3.2/6.6 - the capacity of the b ---" --- i' -••--•, •••-•••• "' -...,.,,a.,. — v4--- w LILYU. '.W1 LULU Value$ are eam in addition to its own weight. Live Load values are limited by deflection equal to LI360. Check with project's design professional of record for other possible deflection limits. Live load is equal to 0.8 of total load (residential loading). • Table assumes wet -use, above ground conditions. • Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide lame values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALCs software. For longer span applications, camber shall be considered by project's design professional of record. 05/09/2016 BOISE 0LULAW CEDAR Beams Floor Load Tables 15 Total Load values are limited by shear, moment or deflection equal to U240. Total Load values are the capacity of the beam in addition to its own weight. ._. . I .,• ,.• i.or r.oi Z.Z/5 I Z.//5./ 1 3.2/6.4 Table values for Minimum Required Bearing Lengths are based on the allowable compression Live Load values are limited by deflection equal to U360. Check with project's design professional design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table of record for other possible deflection limits. values assume that support is provided across the full width of the beam. Live load is equal to 0.8 of total load (residential loading). This table was designed to apply to a broad range of applications. it may be possible to exceed the Wet -Use Condi£ �...: limitations of this table by analyzing a specific application with the BC CALCI software. Table values assume that lateral support is provided at each support and continuously along the For longer span applications, camber shall be considered by project's design professional of record. compression edge of the beam. KEY TO TABLE: Top Figure = Allowable Total Load [plf] for Simple Spans Only Middle Figure = Total Load [pit] for Multiple Spans Bottom Figure = Minimum Required Bearing Lengths at End / Intermediate Supports Span Span [in] [ft] Type Simple 6" 1191 7.5" 9" 10.5" 12" 1 13.5" 15" 1 16.5" 18" 19.5" 21" 22.5" 24" 6 Multiple 831 1864 1301 2686 3659 4782 4824 4822 4820 4817 4815 4813 4811 4808 Min. Bearing 1.813.1 2.814.9 1876 417.1 2557 5.5/9.6 2989 7.2111.3 2987 7.3111.3 2984 2982 2980 2977 7.3/11.3 7.3/11.3 2975 2973 2971 Simple 549 1043 1505 2051 2682 3397 3611 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 8 Multiple 463 727 1049 1431 1872 2235 2232 3608 2230 3606 2228 3604 3602 3599 3597 Min. Bearing Simple 1.5/3 2.1/3.7 3/5.3 4.117.2 5.4!9.4 6.8/11.3 7.3/11.3 7.3/11.3 2226 7.3/11.3 7.3/11.3 2223 7.3111.3 2221 2219 7.3/11.3 7.3/11.3 10 Multiple 281 293 549 461 949 1307 1710 2166 2677 2882 2879 2877 2875 2873 2870 Min. Bearing 1.5/3 1.5/3 667 2.4/4.2 910 3.3/5.8 1191 4.3/7.5 1510 5.5/9.5 1781 1779 6.7/11.3 7.3/11.3 1777 1775 1772 1770 1768 Simple 163 318 549 872 1182 1498 1852 7.3/11.3 7.3/11.3 7.3/11.3 7.3111.3 7.3/11.3 12 Multiple 201 317 459 627 822 1043 1290 2236 1478 2395 2393 2390 2388 2386 Min. Bearing 1.5/3 1.5/3 1.7/3.5 2.7/4.8 3.6/6.3 4.5/8 5.6/9.8 6.8111.3 1476 7.3/11.3 1474 7.3/11.3 1472 7.3/11.3 1469 7.3/11.3 1467 14 Simple Multiple 102 135 200 1 346 549 I 820 1095 1342 1611 1902 2047 2044 2042 7.3/11.3 2040 Min. Bearing 1.5/3 230 1.5/3 333 1.5/3 457 214.1 1 599 2.9/5.4 13.9/6.8 761 932 1 4.8/8.3 1120 1261 1259 1257 1254 1252 Simple 69 134 1 232 368 5.7/10 6.7/11.3 7.3/11.3 7.3111.3 7.3/11.3 7.3/11.3 16 Multiple 90 173 252 346 549 454 782 1008 1211 1430 1668 1785 1783 1780 Min. Bearing 1.5/3 1.5/3 1.5/3 1.5/3.6 2.3/4.7 570 3.2/5.9 699 4.1/7.2 B40 4.9/8.6 993 5.8/10.2 1098 6.8/11.3 1096 7.3/11.3 1093 1091 Simple 94 163 258 386 549 753 940 1111 1296 1494 7.3/11.3 1581 7.3/11.3 18 Multiple Min. Bearing - 124 196 270 351 441 541 650 769 898 970 968 1578 966 Simple - 1.5/3 1.5/3 1.5/3.2 1.8/4.1 2.6/5.2 3.5/6.3 4.3/7.6 5.1/8.9 6!10.4 6.8/11.3 7.3/11.3 7.3/11.3 20 Multiple - 69 90 119 188 281 400 549 731 885 1033 1191 1360 1417 Min. Bearing - 1.5/3 156 1.5/3 213 1.5/3 277 1513 7-1 349 2.1!4.6 1 429 2.9/5.6 516 3.8/6.8 611 4.6/8 714 824 868 866 Simple 50 89 142 211 301 413 549 5.3/9.3 6.1/10.7 7/11.3 7.3!11.3 22 Multiple - 68 117 172 224 282 347 418 713 495 840 579 969 1107 1254 Min. Bearing Simple - 1.5/3 1.5/3 1.5/3 1.513.3 1.8/4.2 2.4/5.1 3.2!6.1 4.1/7.2 4.8/8.4 669 5.5/9.6 765 6.3/11 784 7.1/11.3 24 Multiple 69 109 163 232 318 423 549 695 802 916 1038 Min. Bearing 90 140 183 232 285 344 408 477 552 631 715 Simple - 1.5/3 1.5/3 1.5/3 1.5/3.8 2/4.6 2.7/5.5 3.5/6.5 4.3/7.6 5/8.7 5.7/10 6.4!11.3 26 Multiple 51 86 128 182 250 333 432 549 673 769 872 Min. Bearing - - - 71 113 152 193 238 287 341 399 461 528 599 Simple - 1.513 1.5/3 1.5/3 1.5/3.5 1.8/4.2 2.3/5.1 316 3.8/6.9 4.6/8 5.2/9.1 5.9/10.3 28 Multiple - - - 66 102 146 200 266 346 440 549 654 741 Min. Bearin - 90 128 162 200 242 288 337 390 447 508 Simple - - 1.5/3 1.5/3 1.5/3.2 1.6/3.9 2/4.7 2.615.5 3.3!6.4 4.117.4 4.8/8.4 5.4/9.5 30 Multiple - 51 82 119 163 217 281 357 446 549 636 Min. Bearing - 73 108 137 170 206 245 288 333 382 434 Simple 1.5/3 1.5/3 1.513 1.5/3.6 1.8/4.3 2.3/5.1 2.9/5.9 3.6/6.8 4.4/7.8 5/8.8 32 Multiple - - 64 97 134 178 232 295 368 452 549 Min. Bearing - - - 90 117 145 177 211 247 287 329 375 Simple - - 1.5/3 1.5/3 1.5/3.4 1.6/4 2.1/4.7 2.6/5.5 3.2/6.4 3.917.3 4.7/8.2 34 Multiple - - - 50 77 111 149 193 246 307 377 458 Min. Bearing - 75 101 125 153 182 214 249 286 325 Simple - - 1.5/3 1.5/3 1.5/3.1 1.513.8 1.9/4.4 2.3/5.2 2.916 3.516.8 4.2/7.7 36 Multiple - - 62 90 125 163 207 258 318 386 Min. Bearing - - 87 109 132 158 187 217 250 285 Simple - - - 1.5/3 1.513 1.5/3.5 1.7!4.2 2.114.9 2.6/5.6 3.2/6.4 3.8/7.2 38 Multiple - - - - 73 103 138 176 220 270 326 Min. Bearin - - 94 116 139 163 190 219 250 Simple - - 40 Multiple - 60 84 115 151 188 232 281 Min. Bearin - - - 83 r z 101 122 r 144 168 193 221 Total Load values are limited by shear, moment or deflection equal to U240. Total Load values are the capacity of the beam in addition to its own weight. ._. . I .,• ,.• i.or r.oi Z.Z/5 I Z.//5./ 1 3.2/6.4 Table values for Minimum Required Bearing Lengths are based on the allowable compression Live Load values are limited by deflection equal to U360. Check with project's design professional design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table of record for other possible deflection limits. values assume that support is provided across the full width of the beam. Live load is equal to 0.8 of total load (residential loading). This table was designed to apply to a broad range of applications. it may be possible to exceed the Table assumes wet -use, above ground conditions. limitations of this table by analyzing a specific application with the BC CALCI software. Table values assume that lateral support is provided at each support and continuously along the For longer span applications, camber shall be considered by project's design professional of record. compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide 05/09/2016 16 BOISE GLULAW CEDAR Beams Snow Load Tables Span Ift] 6 8 10 12 26 p e 108 169 245 1 335 Wet -Use Conditions 1 556 686 1 684 KEY TO TABLE: 1 682 Top Figure = Allowable Total Load [plf] for Simple Spans Only 679 99 138 186 243 288 332 Min. Bearing 1 1.5/3 1.513 2.3/4.1 Middle Figure = Total Load iplf] for Multiple Spans 6.5/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 Bottom Figure = Minimum Required Bearing Lengths at End / Intermediate Supports [in] Simple 72 Span 250 352 461 585 723 876 949 948 946 945 Type 6" 7.5" 1 9" 10.5" 1 12" 13.5" 15" 16.5" 18" 1 19.5" 21" 22.5" 24" Simple 635 993 1431 1949 2235 2233 2232 2229 2228 2227 2228 Multiple 443 693 1000 1362 1384 1383 1382 79 1378 1377 1376 1375 Min. Bearing 2.1/3.6 3.2/5.6 4.6/8.1 6.3/11.1 7.3/11.3 7.3/11.3 7.3/11.3 11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 Simple 355 556 802 1093 1429 1673 W2330 1672 0 1668 1667 16661665Multiple 309 382 247 388 560 763 998 1035 1034 1 1030 1029 1028 1.5/3 Min. Bearing 1.5/3 2.4/4.2 3.5/6.1 4.7/8.3 6.2/10.8 7.3/11.3 7.3/11.3 11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3Simple 4.8/8.4 204 354 511 697 912 1155 1335 3 1332 1331 1330 1329 Multiple 157 246 356 486 636 806 825 824 823 822 821 819 818 Min. Bearing 1.5/3 1.9/3.4 2.8/4.9 3.8/6.6 5/8.7 1 6.3/11 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 Simple Multi I 116 230 353 482 630 1 799 988 1 1110 1109 1108 1107 1106 1105 26 p e 108 169 245 1 335 439 1 556 686 1 684 683 1 682 681 680 679 99 138 186 243 288 332 Min. Bearing 1 1.5/3 1.513 2.3/4.1 3.215.5 4.1/7.2 5.2/9.1 6.5/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.2 Simple 72 143 250 352 461 585 723 876 949 948 946 945 944 14 Multiple 78 123 178 244 320 406 503 585 584 583 582 581 580 Min. Bearing 1.5/3 1.5/3 1.913.5 2.7/4.7 1 3.5/6.2 4.5/7.8 5.5/9.7 6.7/11.3 7.3111.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 60 75 91 108 127 147 Simple 47 94 165 265 351 445 551 668 796 827 826 825 824 16 Multiple 59 93 135 185 1 243 309 382 464 509 508 507 506 505 34 49 67 90 117 148 Min. Bearing 1.5/3 1.5/3 1.5/3 2.3/4.2 3.1/5.4 3.9/6.9 4.818.5 5.9/10.2 7/11.3 7.3/11.3 7.3/11.3 73/1"117-2114 4.8/8.4 40 Simple 31 64 114 184 275 350 433 525 626 734 733 732 731 18 Multiple 45 72 105 145 190 242 300 364 435 450 449 448 447 values assume that support is provided across the full width of the beam. Min. Bearing 1.5/3 1.5/3 1.5/3 1.9/3.7 2.8/4.8 3.5/6.1 4.3/7.5 5.2/9.1 6.2/10.8 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 Simple of record. 46 82 132 200 282 349 423 505 594 658 657 656 20 Multiple - 58 84 1 116 153 194 241 293 350 404 403 402 401 Min. Bearing - 1.5/3 1.5/3 1.5/3.3 2.2/4.3 3.1/5.5 3.9/6.8 4.7/8.2 5.6/9.8 6.5/11.3 7.3/11.3 7.3/11.3 7.3/11.3 Simple - 33 60 97 148 213 286 348 415 486 561 596 595 22 Multiple -47 68 94 125 159 197 240 287 336 365 364 363 Min. Bearing - 1.5/3 1.5/3 1.5/3 1.9/3.9 1 2.6/5 3.5/6.2 4.3/7.5 5.1/8.9 5.9/10.4 6.8/11.3 7.3/11.3 7.3/11.3 Simple - - 44 73 112 1 162 225 290 345 403 465 531 544 24 Multiple - - 57 78 103 132 164 200 238 278 321 332 331 Min. Bearing - 1.5/3 1.5/3 1.6/3.6 2.2/4.6 3/5.6 3.9/6.8 4.6/8.1 5.4/9.4 6.2/10.9 7.1/11.3 7.3/11.3 Simple - 34 56 86 125 175 235 290 338 391 446 501 26 Multiple 47 66 87 111 138 168 199 233 269 305 304 Min. Bearing - - 1.5/3 1.5/3 1.5/3.3 1.9/4.2 2.6/5.2 3.5/6.3 4.2/7.4 4.9/8.6 5.7/9.9 6.5/11.3 7.3/11.3 Simple - - 43 67 99 138 186 243 288 332 380 430 28 Multiple - - 55 74 94 118 142 168 197 228 261 281 - 1.5/3 1.513.1 1.6/3.9 2.2/4.8 3/5.8 3.9/6.8 4.5/8 5.2/9.2 6/10.4 6.7/11.3 - 34 53 78 110 149 196 247 285 326 370 30 gMin.Beadn 47 63 81 100 121 144 169 195 224 254 - 1.5/3 1.5/3 1.5/3.7 1.9/4.5 2.6/5.4 3.4/6.3 4.2/7.4 4.9/8.5 5.5/9.7 6.3/10.9 - 42 63 89 121 159 204 247 283 321 32 - - 54 70 86 104 124 146 169 193 220 Min. Bearing - - 1.5/3 1.5/3.4 1.7/4.2 2.3/5 3/5.9 3.8/6.9 4.5/7.9 5.2/9 5.8/10.2 Simple - - - 34 1 51 72 99 130 168 212 247 280 34 Multiple 47 1 60 75 91 108 127 147 168 191 Min. Bearing - 1.5/3 1.5/3.2 1.5/3.9 2/4.7 2.6/5.5 3.3/6.4 4.2/7.4 4.8/8.4 5.4/9.5 36 Simple - Multiple - - 41 59 81 108 139 177 217 247 Min. Bearing - - - - 52 65 79 94 111 128 147 168 Simple - - - 1.5/3 1.5/3.7 1.8/4.4 2.3/5.2 3/6 3.7/6.9 4.5/7.9 5.1/9 38 - Multiple - - - 34 49 67 90 117 148 184 219 Min. Bearing - 46 57 1 69 83 97 113 130 148 Simple - 1.5/3 1.5/3.5 1.6/4.1 2.1/4.9 2.7/5.7 3.316.5 4.1/7.5 4.8/8.4 40 Multiple - - - 40 56 75 98 125 156 191 Min.Bearin - 50 61 73 86 100 115 131 - - 1.513.3 1.5/3.9 1.9/4.6 2.4/5.4 3/6.2 3.7/7.1 4.5/8 Total Load values are limited by shear, moment or deflection equal to L/180. Total Load values are the Table values for Minimum Required Bearing Lengths are based on the allowable compression capacity of the beam in addition to its own weight. design value perpendicular to grain for the beam and the Total Load value shown. Other design • Live Load values are limited by deflection equal to L/240. Check with project's design professional considerations, such as a weaker support material, may warrant longer bearing lengths. Table of record for other possible deflection limits. values assume that support is provided across the full width of the beam. • Live load equal to 0.75 of total load. For greater live/total applications (e.g. 50 pal snow or higher), This table was designed to apply to a broad range of applications. It may be possible to exceed the analyze specific application with BC CALCs software. limitations of this table by analyzing a specific application with the BC CALC3 software. • Table assumes wet -use, above ground conditions. For longer span applications, camber shall be considered by project's design • Table values assume that lateral support is provided at each support and continuously along the professional of record. compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide 05/09/2016 BOISE GLULAW CEDAR Beams Snow Load Tables r. 17` m in addition '„"cto,, it',vs"ownuc, weight.. ui micwun equal to u lou. lora) Loao values are the capacity of the bea Live Load values are limited by deflection equal to U240. Check with project's design professional of record for other possible deflection limits. • Live load equal to 0.75 of total load. For greater liveltotal applications (e.g. 50 psf snow or higher), analyze specific application with BC CALCd software. Table assumes wet -use, above ground conditions. • Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide lable values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC$ software. For longer span applications, camber shall be considered by project's design professional of record. 05109/2016 - Simple - 191 --- 377 --• 579 •-•- 790 �.'.o i.ar 1I.s rs/n.3 /.3/11.3 KEY TO TABLE: 7.3/11.3 Top Figure = Allowable Total Load [plf] for Simple Spans Only Multiple 176 1034 1310 Middle Figure = Total Load [plf] for Multiple Spans 1818 1817 1815 1813 1811 Bottom Figure = Minimum Required Bearing Lengths at End / Intermediate Supports [in) 549 720 Span Span 1123 1121 1119 1117 1116 1114 Min. Bearing 1.5/3 [ft) Type 1 6' 1 7.5" 9" 10.5" 12" 1 13.5" 1 15" 16.5" 18" 19.5" 1 21" 22.5" 24" 7.3/11.3 Simple 1041 1628 2347 3197 3665 3663 3661 3659 3658 3656 3654 3652 3651 6 Multiple 727 1137 1640 2234 2269 2268 2266 2264 2262 2261 2259 2257 2255 525 Min. Bearing 2.1/3.6 3.215.6 4.6/8.1 6.3/11.1 7.3/11.3 7.3/11.3 7.3111.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11 Min. Bearing Simple 582 912 1316 1793 2344 2743 2742 2740 2738 2736 2735 2733 2731 8 Multiple 406 636 918 1251 1636 1697 1695 1693 1692 1690 1688 1686 1685 904 Min. Bearing 1.5/3 2.4/4.2 3.5/6.1 4.7!8.3 6.2/10.8 7.3111.3 7.3!11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11 152 Simple 335 581 838 1143 1495 1894 2190 2188 2186 2185 2183 2181 2179 10 Multiple Min Rcnrinn 257 � c i � 404 584 796 1042 1321 1 1353 1351 1349 1347 1346 1344 1342 m in addition '„"cto,, it',vs"ownuc, weight.. ui micwun equal to u lou. lora) Loao values are the capacity of the bea Live Load values are limited by deflection equal to U240. Check with project's design professional of record for other possible deflection limits. • Live load equal to 0.75 of total load. For greater liveltotal applications (e.g. 50 psf snow or higher), analyze specific application with BC CALCd software. Table assumes wet -use, above ground conditions. • Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide lable values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC$ software. For longer span applications, camber shall be considered by project's design professional of record. 05109/2016 - Simple - 191 --- 377 --• 579 •-•- 790 �.'.o i.ar 1I.s rs/n.3 /.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 12 Multiple 176 1034 1310 1620 1820 1818 1817 1815 1813 1811 278 402 549 720 913 1124 1123 1121 1119 1117 1116 1114 Min. Bearing 1.5/3 1.5/3 2.3/4.1 3.2/5.5 4.1/7.2 5.2/9.1 6.5/11.3 7.3!11.3 7.3111.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 Simple 118 234 410 577 756 959 1185 1436 1556 1554 1552 1550 1549 14 Multiple 128 202 293 400 525 666 825 959 958 956 954 952 951 Min. Bearing 1.5/3 1.5/3 1.9/3.5 2.7/4.7 3.516.2 4.5/7.8 5.5/9.7 6.7/11.3 7.3/11.3 7.3111.3 7.3/11.3 7.3/11.3 7.3/11.3 Simple 76 154 271 435 575_ 730 904 1090 1288 1357 1355 1353 1352 16 Multiple 96 152 222 304 399 507 627 757 835 834 832 830 828 Min. Bearing 1.5/3 1.5/3 1 1.5/3 1 2.3/4.2 1 3.1/5.4 1 3.9/6.9 4.8/8.5 5.8/10.2 6.9!11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 Simple 52 106 187 1 3o-2-7-452-7 574 705 847 1001 1167 1202 1200 1198 18 Multiple 75 119 173 237 312 397 488 587 694 739 737 735 733 Min. Bearing 1.5/3 1-5/3 1.513 1.9/3.7 2.8/4.8 3.5/6.1 4.3/7.5 5.1/9 6110.6 7/11.3 7.3/11.3 7.3/11.3 7.3/11.3 Simple 36 75 134 217 328 458 562 675 798 931 1073 1078 1076 20 Multiple 54 94 138 190 250 316 388 467 552 645 661 659 657 Min. Bearing 1.5/3 1.5/3 1.513 1.513.3 2.2/4.3 3.1/5.5 3.8/6.7 4.6/8 5.4/9.4 6.3/11 7.2!11.3 7.3/11.3 7.3111.3 Simple - 54 98 160 243 350 457 549 650 758 874 977 975 22 Multiple 77 112 155 203 1 256 1 315 1 379 I448 524 598 597 595 Min. Bearing 1.5/3 1.5/3 1.5/3 1.9/3.9 2.6/4.9 3.4/6 4.1!7.2 4.8/8.5 5.6!9.9 6.5/11.3 7.3/11.3 7.3111.3 Simple 40 73 1 120 1 184 266 369 454 538 628 724 827 892 24 Multiple - 60 93 I128 167 211 259 312 370 433 500 545 543 Min. Bearing - 1.5/3 1.5/3 1.5/3 1.6/3.6 2.2/4.5 3/5.4 3.7/6.5 4.4/7.7 5.1/9 5.9/10.3 6.7/11.3 7.3/11.3 Simple - 55 92 142 206 286 381 451 527 608 695 788 26 Multiple 77 107 139 176 216 261 310 362 419 479 499 Min. Bearing 1.5/3 1.5/3 1.5/3.3 1.914.1 2.6/5 3.4/6 4/7.1 4.7!8.2 5.4/9.5 6.2/10.8 7111.3 28 Simple Multiple - 42 71 111 162 226 304 383 44B 517 591 670 - - 64 89 117 148 183 221 262 307 355 406 461 Min. Bearing - 1.5/3 1 1.5/3 1.5/3 1.6/3.8 2.2!4.6 315.5 3.7/6.5 4.3/7.6 518.7 5.7/9.9 6.4/11.2 Simple - 32 I56 87 128 180 244 321 384 444 508 576 30 Multiple - - 50 1 76 99 126 156 188 224 262 304 348 395 Min. Bearing 1.5/3 1.513 1.5/3 1.513.5 1.9/4.3 2.6/5.1 3.4/6 4/7 4.618.1 5.3/9.2 5.9/10.4 32 Simple Multiple - - 44 70 103 146 198 261 333 385 440 499 Min. Bearing - 65 85 108 134 162 193 226 262 300 341 Simple - 1.5/3 1.5/3 1.5/3.3 1.714 34 Multiple - - 34 56 83 118 162 214 276 336 385 436 Min. Bearing - - - 54 73 93 116 140 167 196 228 261 297 - - 1.5/3 1 1.513 11.5/3 1.5/3.7 2/4.5 2-6/5.3 3.3/6.1 4/7 4.6/8 5.219.1 36 Simple Multiple - - - - - 45 68 97 133 177 229 290 338 384 Min. Bearing - - 63 81 101 122 146 172 199 229 260 Simple - - - 1.5/3 1.5/3 1.5/3.5 1.8/4.2 38 Multiple - - - 36 55 80 110 147 191 243 299 340 Min. Bearing - - - 55 71 88 107 128 151 175 202 229 Simple 40 Multiple - - - - 45 66 92 123 161 205 255 302 Min. Bearing - - - - 62 77 94 113 133 155 178 203 - - 1.5/3 1.5/3.1 1.5/3.7 1 1.9/4.4 2.4/5.1 3/5.9 3.7/6.7 4.317.6 m in addition '„"cto,, it',vs"ownuc, weight.. ui micwun equal to u lou. lora) Loao values are the capacity of the bea Live Load values are limited by deflection equal to U240. Check with project's design professional of record for other possible deflection limits. • Live load equal to 0.75 of total load. For greater liveltotal applications (e.g. 50 psf snow or higher), analyze specific application with BC CALCd software. Table assumes wet -use, above ground conditions. • Table values assume that lateral support is provided at each support and continuously along the compression edge of the beam. Alaska Yellow Cedar Durable Beam Guide lable values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC$ software. For longer span applications, camber shall be considered by project's design professional of record. 05109/2016 18 BOISE GLULAW CEDAR Beams Snow Load Tables Conditions KEY TO TABLE: Top Figure = Allowable Total Load [plfj for Simple Spans Only Middle Figure = Total Load [plfj for Multiple Spans Bottom Figure = Minimum Required Bearing Lengths at End / Intermediate Supports [in] Span Span [ftl Type 6" Simple 1371 7.5" 9" 1 10.5" 12" 13.5" 75" 16.5" 18" 19.5" 21" 22.5" 24" 6 Multiple 957 2145 1498 3091 2160 4210 2942 4827 482 1 4822 I4820 4817 4815 4813 4811 4808 Min. Bearing 2.1/3.6 3.2/5.6 4.6/8.1 2989 2987 2984 2982 6.3/11.1 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 2980 2977 2975 2973 2971 Simple 767 1201 1733 2361 3087 3613 3611 7.3/11.3 7.3/11.3 7.3!11.3 7.3/11.3 7.3/11.3 8 Multiple 534 838 1209 1648 2155 2235 2232 3608 2230 3606 3604 3602 3599 3597 Min. Bearin 1.5/3 2.4/4.2 3.5/6.1 4.7/8.3 6.2/10.8 7.3/11.3 7.3/11.3 7.3/11.3 2228 2226 2223 7.3 11.3 2221 2219 Simple 441 765 1104 1505 1969 2494 2884 7.3/11.3 7.2223 7.2221.3 7.3/11.3 10 Multiple 339 532 769 1049 1373 1740 1781 2882 2879 2877 2875 2873 2870 Min. Bearing 1.5/3 1.9/3.4 2.8/4.9 3.8/6.6 5/8.7 1779 6.3/11 7.3/11.3 7.3/11.3 1777 1775 1772 7.3/11.3 1770 1768 Simple 251 497 763 1041 1362 1726 2133 2397 7.3/11.3 7.3/11.3 7.3/11.3 7.3!11.3 12 Multiple 232 366 530 724 948 1202 1481 2395 2393 2390 2388 2386 Min. Bearing 1.5/3 1.5/3 2.3/4 3.2!5.5 4.1/7.2 1478 5.2/9.1 6.5/11.3 7.3/11.3 1476 7.3/11.3 1474 1472 1469.1 1467 Simple 155 309 540 760 996 1263 1547 7.3/11.3 7.3/11.3 7.3111.3 7.3/11.3 14 Multiple 168 266 386 527 691 878 1076 1856 2049 2047 2044 2042 2040 Min. Bearing 1.513 1.5/3 1.9/3.5 2.7/4.7 3.5/6.2 4.5/7.8 5.5/9.6 1264 6.6!11.3 1261 7.3/11.3 1259 1257 1254 1252 Simple 101 203 357 573 758 950 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 16 Multiple 127 201 292 400 525 1163 1396 1649 1787 1785 1783 1780 Min. Bearing 1.5/3 1 1.513 1.5/3 2.3/4.2 3.115.4 659 807 3.9/6.8 4.718.3 970 1100 1098 1096 1093 1091 Simple 68 139 247 397 588 737 5.7/9.9 6.7/11.3 7.3/11.3 7.3/11.3 7.3/11.3 7.3/11.3 18 Multiple 98 156 228 313 406 903 1085 1282 1495 1583 1581 1578 Min. Bearing 1.5/3 1.5/3 1.5/3 1.9/3.7 2.7/4.8 510 625 3.4/6 42/7.3 752 5/8.7 889 973 1.3 6181.3 1.3 Simple 47 98 176 285 432 5.9/10.3 6.8/11.3 7.3/ 7.3 7:/ 20 Multiple 71 124 182 248 322 587 719 864 1022 1192 1374 1419 1417 Min. 2n29i 1.5/3 /3 1.5 1.5/3 1.5/3.3 2.214.2 405 497 3/5.3 3.7/6.5 597 4.4/7.8 707 5.2/9.2 825 870 868 86 6 Simple 33 71 129 210 320 461 585 6.1/10.7 7/11.3 7.3/11.3 7.3!6 22 Multiple 51 101 147 200 260 328 402 703 485 832 970 1119 1278 1285 Min. Bearing 1.5/3 1.5/3 1.513 1.5/3 1.9/3.8 2.614.8 3.3/5.8 4/7 574 4.7/8.2 670 774 786 784 5.5!9.6 Simple - 52 96 158 242 350 483 581 688 6.3!11.1 7.2/11.3 7.3/11.3 24 Multiple - 79 120 164 214 269 331 399 473 803 927 1059 1175 Min. Bearing - Simple 1.513 1.5/3 1.5/3 1.6/3.5 2.2/4.3 315.3 3.6/6.4 4.3/7.5 553 639 718 715 5/8.7 5.7/10 6.5!11.3 7.3/11.3 - 26 Multiple 39 60 73 100 121 186 271 377 488 577 674 779 890 1008 Min. Bearing - 1.5/3 1.5/3 136 1.5/3 178 1.5/3.2 225 277 1.9/4 2.6/4.9 334 3.3!5.8 396 463 535 613 657 Simple - - 55 94 las 213 297 401 3.9!6.9 4.618 5.3/9.2 6/10.5 6.8/11.3 28 Multiple - 83 114 149 189 233 282 490 573 662 757 858 Min. Bearing - Simple - - 1.5/3 1.513 1.5/3 1.6/3.7 2.2/4.5 3/5.4 335 3.6/6.3 392 454 519 589 4.2/7.4 4.8/8.5 5.5/9.7 6.2/10.9 30 Multiple - - 43 66 73 115 169 237 321 420 492 568 650 737 Min. Bearing - 97 127 1.5/3 161 199 1.5/3.4 1.9/4.1 241 2.6/5 286 335 388 44 505 Simple -5 33 58 92 3.4/5.9 3.9/6.8 4.5/7.9 5.1/9 5.8/10.1 32 Multiple - 52 82 108 136 192 260 343 426 492 563 639 Min. Bearing - 1.5/3 1.5/3 1.5/3 138 171 1.5/3.2 1.7/3,9 207 2.3/4.6 246 315.5 289 335 384 436 3.6/6.4 Simple - 45 73 110 156 "1"4.6/8.3 5.4/9.4 34 Multiple - - 71 93 213 282 363 430 492 558 Min. Bearing - - - 1.5/3 1.5/3 119 148 1.5/3 1.5/3.6 179 214 2/4.3 2.6/5.1 251 291 334 380 Simple - 36 Multiple - - - 36 59 89 128 175 233 301 377 432 491 Min. Bearing - 58 81 103 128 156 186 219 255 292 333 Simple - 1.513 1.5/3 1.5/3 1.5/3.4 1.8/4.1 2.3/4.8 3/5.6 4.2/7.3 4.7/8.3 38 Multiple - 47 73 105 145 194 252 319 382 434 Min. Bearing - - 70 90 112 137 163 192 224 257 293 Simple - - - 1.5/3 1.5/3 1.5/3.2 1.6/3.8 2.1/4.5 2.7/5.3 3.316.1 3.9/6.9 4.5178. 40 Multiple - - 38 59 87 121 162 212 269 336 386 Min. Bearing _ _ - - 61 79 98 120 144 170 198 228 259 Total Load values are limited by shear, moment or deflection _ equal to U180. _ Total Load 1.5/3 1.5/3 1.513 1.5/3.6 1.9!4.3 2.4/5 315.7 3.7/6.5 4.2/7.4 the capacity of the beam in addition to its own weight. values are • Table values for Minimum Required Bearing Lengths are based on the allowable compression Live Load values are limited by deflection equal to 0240. Check design value perpendicular to grain for the beam and the Total Load value shown. Other design record for other possible deflection limits. with project's design professional of considerations, such as a weaker support material, may warrant longer bearing lengths. Table Live load equal to 0.75 of total load. For live/total values assume that support is provided across the full width of the beam. greater applications (e.g. analyze specific application with BC CALCv software. 50 psf snow or higher), • This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing • Table assumes wet -use, above ground conditions. a specific application with the BC CALCS software. Table values assume that lateral support is provided at each support and For longer span applications, camber shalt be considered by projects design professional of record. compression edge of the beam. continuously along the Alaska Yellow Cedar Durable Beam Guide 05/09/2016 Column Table & Allowable Stresses 19 BOISE GLULAW CEDAR CO, I_11RANS Allowable Axial Load - Combination 70 AYC - Wet Use Conditions Column Length [ft] 100% .., .. - 3'/s" x 6" 115% 125% • . • . 3%a" x 7%z" 100% 115% 125% 5%" x 5% Allowable 5%" x 6" • .. 5'/e" x 7'/z" 4 5 7,630 6,970 8,570 7,690 9,170 8,140 91620 8,790 10,800 11,550 100% 11,250 115% 12,780 125% 13,790 100% 1 13,300 115% 15,150 125% 16,340 100% 16,780 115% 19,140 125% 20,660 6 6,180 6,700 7,010 7,800 9,710 8,460 10,260 8,850 10,780 10,230 12,170 11,460 13,070 12,250 12,800 14,490 15,590 16,230 18,400 19,810 7 5,390 51760 5,980 6,800 7,270 7,540 9,620 10,690 11,360 12,230 11,570 13,740 12,890 14,700 13,720 15,570 17,540 18,790 _ 8 9 4,670 4,050 4,940 4,250 5,100 4,370 5,890 5,100 6,230 6,420 8,980 9,880 10,430 10,850 11,970 12,660 14,810 13,950 16,540 15,430 17,630 16,340 10 3,520 3,680 3,770 4,440 5,350 4,630 5,500 4,740 8,310 I 7,640 9,050 8,250 9,500 10,090 11,020 11,580 13,020 14,250 14,490 _ 11 3,080 3,200 3,270 3,880 4,030 1 4,110 1 7,010 1 7,510 8,620 7,810 9,320 8,560 10,080 9,190 10,540 12,050 13,050 13,650 12 13 2,710 21400 2,810 21480 2,860 2,520 3,410 3,020 3,530 I 3,600 6,410 6,830 7,0807,850 8,380 9,570 8,690 11,090 10,180 11,910 10,860 12,400 11,260 14 3,110 3,160 5,870 I 6,220 6,430 7,210 7,640 7,900 9,340 9,900 10,240 15 5,380 5,680 5,860 6,610 6,980 7200, 8,570 9,050 9,320 16 4,950 I 5,200 5,350 6,080 6,390 6,580 7,880 8,280 8,510 17 4,560 4,770 4,900 5,600 5,870 6,030 7,250 7,590 7,780 18 4,200 4,390 41500 5,170 51400 5,540 6,690 6,970 7,140 19 3,880 3,600 4,050 3,740 4,140 3,820 4,780 4,430 4,980 4,600 5,100 6,170 6,430 6,570 20 21 3,340 3,470 3,540 4,110 4,270 4,700 4,360 5,720 5,300 5,930 5,490 6,060 5,600 22 I, 3,110 3,220 I 3,290 3,830 3,960 4,040 4,930 1 5,100 5.190 Notes: Column Allowable Axial Load • Length 63/4" x 6" 63/4" x 7'/z" Table assumes that the column is braced at column ends only. Effective column ft 100% 1150% ' 125% 100% 115% 125% length is equal to actual column length. 4 17,630 20,130 21,750 22,290 25,470 27,570 5 17,130 19,460 20,990 21,780 24,820 26,790 Allowable loads are based on one-piece column members used in dry service 6 16,540 , 18,700 20,080 21,180 24,020 25,880 condiltions. 7 15,870 17,830 19,080 20,500 23,150 24,840 8 15,140 16,880 17,98019,740 22,160 23,720 Allowable loads are based on an eccentricity value equal to 0.167 multiplied by either 9 14,340 15,870 16,810 1 18,930 1 21,110 22,480 the column thickness or width (worst case). 10 13,500 14,810 15,600 18,040 19,980 21,180 11 12,640 13,750 14,420 17,120 ' 18,810 19,840 Allowable loads are based on axial loaded columns using the design provisions of the 12 11,790 12,720 13,280 16,170 17,630 18,510 National Design Specification for Wood Construction (NDS), 2012 edition. For side 13 10,960 11,760 12,230 15,210 16,470 17,230 or other combined bending and axial loads, see provisions of NDS, 2012 edition. 14 10 180 101860 11,260 14,270 15,360 16,010 15 91460 10,040 10,390 13,370 14,320 14,880 See below for allowable design stresses. 16 8,790 9,290 9,590 12 520 13,350 13,830 17 8,180 8,620 8,880 11,730 12,450 12,880 Load values are not shown for short lengths due to loads exceeding common 18 7,620 8,000 8,230 10,990 11,630 12,000 connector capacites. Load values are not shown for longer lengths if the controling 19 7,100 7,450 7,640 10,310 10,870 ! 11,200 slenderness ratio exceeds 50 (per NDS). 20 6,640 6,940 7,110 9,680 10,180 1.0,460 21 6,210 6,480 6,630 9,090 9,5409,800 22 5,820 6,060 6,190 8,560 8,960 9,180 23 5,460 5,670 5,800 8,060 8,410 8,620 24 5,140 5,320 5,430 7,600 7,920 8,100 F _ s 9 IBenUin. Ftrj�_�iL_ Modulus of Elasticity E [psij _ Load Perpendicular Load Parallel Load Perpendicular' Load Parallel to Gluelines I to Gluelines to Gluelines i to Gluelines i f 1 Compression E � 1 Compression Parallel Perpendicular to Grain to Grain Tension Fc (psi) `_�_t �� (limiting direction) Parallel to Grain --- - r_[psi, Ft [Psi] 1450 1350 1400 1,300,000 1,300,000 470 975 • For fastener connection design, an equivalent specific gravity of 0.46 shall be used. • Design stresses listed for dry -use conditions. For wet -use conditions, apply factors shown on page 2. Alaska Yellow cedar Durable Beam Gulde 05/09/2016 Work shall comply with the following codes: 2012 IRC, 2012 IECC & 2017 NEC, Colorado Plumbing Code 8" WIDE SOFFIT MANCINELLI RESIDENCE 4591 TELLER ST. WHEAT RIDGE, CO. 80033 ROOF 6/12 PITCH ELECTRIC DONE BY 376 SQ. FT. SG ELECTRIC SCALE: 1/4 = 1' 17'-1 " Reviewed for Zoning Compliance by the L i, City of Wheat Ridge Planning Division r /APPROVED 8Y: Ss DATE: C 117 Li I I C�j COMMENTS: CEILING FINISHED W/ 1X6 T&G ROOF COVERED W/ 1/2" OSB SHEATHING AND SHINGLES TO MATCH HOUSE ,,------ROOF LINE 6"X48" FINISHED SIZE FAUX STONE COLUMNS INEERED TRUSSES 24" O.C. CTRIC HEATERS 5 1/8" X 12" ALASKAN YELLOW CEDAR BEAM ATTACHED TO POST W/ AC6RZ POST CAP 6X6 ROUGH CUT CEDAR POST ATTACHED TO CASSION W/ ABA66RZ POST BASE 14"X 23"X 36" DEEP CONCRETE CASSIONS WET SET TYP. 12 6r Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. MANCINELLI RESIDENCE 4591 TELLER ST. WHEAT RIDGE, CO. 80033 SCALE: 1/4" = 1' 376 SQ. FT. ROOF COVERED W/ 1/2" OSB SHEATHING AND SHINGLES TO MATCH HOUSE ENGINEERED TRUSSES 6X6 �OUGH CUT CEDAR POST ATTACHED TO CASSION W/ ABA66RZ POST BASE 51/8" X 12" ALASKAN YELLOW CE R BEAM ATTACHED TO POST W/ AC6RZ POST CAP 27"X16"X48" FINISHED SIZE FAUX S ONE COLUMNS w 14"X23"X 36" DEEP CONCRETE CASSIONS WET SET TYP. Cily (11 WhaatjZik i COMMUNITY DEVEEcmMFur'-- APPROVED Reviewed for C:dc -Co.-- C? or •:;i.. City of Wheat Ridge Builclin9 L'i"inion 61\4 o 3NIl AIH3dObd ,691 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — a iN3WSV3 .limn 5 I I Y ,L4 x.4-,61 N j0 of- oI W� q m I ,OL C7 wo w m Z o o� wF-:co W zX I z Or u) Q Ltl Z J } m u IiJWU �Jw m U Q LU vvi Z 0) a LO Z W I - Zj L4 co V Y a LL51 v F -I 4 N 1 .E ,lE — — — — — — — — — — — — — — — — — — — — — in — — — — ,691 3NIl AiNOdOHd 61\4 o City of Wheat Ridge Residential Roofing PERMIT - 201703310 PERMIT NO: 201703310 ISSUED: 07/05/2017 JOB ADDRESS: 4591 Teller ST EXPIRES: 07/05/2018 JOB DESCRIPTION: Residential Re -roof to install laminated asphalt, 130 mph wind speed, Class A shingles - 23 sq. *** CONTACTS *** OWNER (303)903-7780 STEPHEN MICHAEL MANCINELLI LIV SUB (303)717-7175 Travis Omiah 110064 Beacon Restoration, LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2405 / BARTHS, COULEHAN GRANGE, WHEAT BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 6,757.00 FEES Total Valuation 0.00 Use Tax 141.90 Permit Fee 156.75 ** TOTAL ** 298.65 *** COMMENTS *** *** CONDITIONS *** Effective December 1, 2014, asphalt shingle installations require an approved midroof inspection, conducted when 25-75 percent of the roof covering is installed, prior to final approval. Installation of roof sheathing (new or overlay) requires an approved inspection prior to installation of ANY roof coverings and is require on the entire root when spaced or board sheathing with ANY gap exceeding one half inch exists. Asphalt shingles are required to be fastened to the roof deck with a minimum of 6 nails per shingle. Ice and water shield is required. Eave and rake metal is required. A ladder extending 3 feet above the roof eave and secured in place is required to be provided for all roof inspections. Roof ventilation is required to comply with applicable codes and/or manufacturer installation instructions, whichever is more stringent. In order to pass a final inspection of elastomeric or similar type roof coverings, a letter of inspect -Jo_, and approval i om the manufacturer technical representative stating that "the application of the roof at (project address) has been applied in accordance with the installation instruction for (roof material brand name) roof covering" is required to be on site at the time of final inspection. +ST _T5r1'F-a_ (`7 INSPECTION T` RECORD INSPECTION ONLINE FORM: http://www.ci.wheatridge.co.us/inspection INSPECTION REQUEST LINE: (303) 234-5933 Occ anc /T e kt*'l Inspections will not be performed unless this card is posted on the project site. **Request an inspection before 11:59 p.m. (midnight) to receive an inspection the following business day.** Inspector Must Sign ALL Spaces pertinent to this project Foundation Inspections Date Inspector Comments Initials Pier Concrete Encased Ground (CEG) Foundation / P.E. Letter Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground/Slab Inspections Date Inspector Comments Initials Electrical Comments Sewer Service Plumbing Do Not Cover Underground or Below/In-Slab Work Prior To Approval Of The Above Inspections Rough Inspections Date Inspector Initials Comments Wall Sheathing Mid -Roof ') Lath / Wall Tie Rough Electric " Rough Plumbing/Gas Line Rough Mechanical Rough Framing Rough Grading I nsulatioi Drywall Screw / Nail Final Inspections Date Inspector Initials Comments Landscaping & Parking / Planning Dept. Inspections from these entities should be requested one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage inspections call 303-235-2861. For fire inspections contact the Fire Protection District for your project. ROW & Drainage / Public Works Dept. Floodplain Inspection (if applicable) Fire Inspection / Fire Protection Dist. Final Electrical Final Plumbing Final Mechanical Roof Final Window/Doors Final Building NOTE: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy. "For low voltage permits — Please be sure that rough inspections are completed from the Fire District and electrical low voltage by the Building Division. Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued Prom+ect This Card From The VI -+thi - % T t, CITY OF WHEAT R'1E �'(303) Building Inspection Division (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: r\ ►` Job Address: Permit Number: G I -7 Q'1(, dyIf tj ❑ No one available for inspection: Time / D Yo AM/PM Re -Inspection required: &No When corrections have been made, call for re -inspection at 303-234-5-93.? Date: _�' I I' / ? Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax % INSPECTION NOTICE Inspection Type: R D 7 Job Address: q S 9! T Y /l-fS r Permit Number: 4 Locr Upwf 0 l - J IJ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE a i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: F Job Address: `rte /h A, r Permit Number: ,? ! b -� 3/ b -f- UP t ws ► FIN ' " .. ❑ No one available for inspection: Time �- AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: & / 10- /'? Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �frlb T Job Address: Permit Number: _% n/'7d33 /c) Ll No one available for irispectior%iime �j QM/PM Re -Inspection required: Yes i',Nd) When corrections ha, been made, call for re -inspection at 303-234-5933 Date: / Inspector: DO NOT REMOVE THIS NOTICE ' City of Wheat Ridge Residential Roofing PERMIT - 201703310 PERMIT NO: 201703310 ISSUED: 07/05/2017 JOB ADDRESS: 4591 Teller ST EXPIRES: 07/05/2018 JOB DESCRIPTION: Residential Re -roof to install laminated asphalt, 130 mph wind speed, Class A shingles - 23 sq. *** CONTACTS *** OWNER (303)903-7780 STEPHEN MICHAEL MANCINELLI LIV SUB (303)717-7175 Travis Omiah 110064 Beacon Restoration, LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2405 / BARTHS, COULEHAN GRANGE, WHEAT BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 6,757.00 FEES Total Valuation 0.00 Use Tax 141.90 Permit Fee 156.75 ** TOTAL ** 298.65 *** COMMENTS *** *** CONDITIONS *** Effective December 1, 2014, asphalt shingle installations require an approved midroof inspection, conducted when 25-75 percent of the roof covering is installed, prior to final approval. Installation of roof sheathing (new or overlay) requires an approved inspection prior to installation of ANY roof coverings and is require on the entire roof when spaced or board sheathing with ANY gap exceeding one half inch exists. Asphalt shingles are required to be fastened to the roof deck with a minimum of 6 nails per shingle. Ice and water shield is required. Eave and rake metal is required. A ladder extending 3 feet above the roof eave and secured in place is required to be provided for all roof inspections. Roof ventilation is required to comply with applicable codes and/or manufacturer installation instructions, whichever is more stringent. In order to pass a final inspection of elastomeric or similar type roof coverings, a letter of inspection and approval from the manufacturer technical representative stating that "the application of the roof at (project address) has been applied in accordance with the installation instruction for (roof material brand name) roof covering" is required to be on site at the time of final inspection. City of Wheat Ridge Residential Roofing PERMIT - 201703310 PERMIT NO: 201703310 ISSUED: 07/05/2017 JOB ADDRESS: 4591 Teller ST EXPIRES: 07/05/2018 JOB DESCRIPTION: Residential Re -roof to install laminated asphalt, 130 mph wind speed, Class A shingles - 23 sq. 1, by m si >nature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable wilding codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. [further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accomfanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date I . This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This. permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit ho der shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or groting of a permit shall not be construed to be a permit for, or an approval of, anviolation of any provision of any applicable code or an f ordinance.gxx uI ti of his jurisdiction. Approval of work is subject to ield inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests to insptimerequest@ci.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. -z0172310 Kimberly Cook From: no -reply@ ci.wheatridge.co.us Sent: Thursday, June 22, 2017 9:47 PM To: Permits CommDev Subject: Online Form Submittal: Residential Roofing Permit Application Residential Roofing Permit Application This application is exclusively for new permits for residential roofs and for licensed contractors only. This type of permit is ONLY being processed online --do not come to City Hall to submit an application in person. Permits are processed and issued in the order they are received. YOU WILL BE CONTACTED WHEN YOUR PERMIT IS READY FOR PICK-UP AND WILL BE GIVEN A SPECIFIC DATE AND TIME WINDOW TO COMPLETE THE TRANSACTION. You will be notified if your contractor's license or insurance has expired, and you may update those documents at the time you are issued your permit. Permits are currently being processed within 5 business days, subject to change based on volume. For all other requests: Homeowners wishing to obtain a roofing permit must apply for the permit in person at City Hall. Revisions to existing permits (for example, to add redecking) must be completed in person at City Hall. All other non -roofing permits must be completed in person at City Hall. The Building Division will be open from 7:30-10:30 a.m., Monday through Friday to process these types of requests. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN REROOFING UNTIL PERMIT HAS BEEN ISSUED. Is this application for a Yes residential roof? How many dwelling units Single Family Home are on the property? PROPERTY INFORMATION Property Address Property Owner Name Property Owner Phone Number 4591 Teller St Steve Mancinelli 3039037780 Property Owner Email Field not completed. Address "Aw� �+ r ► r Do you have a signed Yes contract to reroof this property? It will need to be provided at the time of permit pick-up. CONTRACTOR INFORMATION Contractor Name Beacon Restoration, LLC Contractor's License 110064 Number (for the City of Wheat Ridge) Contractor Phone 7203337270 Number Contractor Email Address otravis@beaconrestore.com Retype Contractor Email otravis@beaconrestore.com Address DESCRIPTION OF WORK Are you re -decking the No roof? Description of Roofing Laminated asphalt, 130 mph wind speed, Class A Material Select Type of Material: Asphalt If "Other" is selected Field not completed. above, describe here: How many squares of the 23 material selected above? Does any portion of the No property include a flat roof? If yes, how many squares Field not completed. on the flat roof? TOTAL SQUARES of all 23 roofing material for this project N Provide additional detail here on the description of work. (Is this for a house or garage? What is the roof pitch? Etc) (S2 House only, single story, 5/12 pitch, remove 1 layer & install 1 layer, replace all components Project Value (contract value or cost of ALL materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that this Yes application is NOT a permit. I understand I will be contacted by the City to pay for and pick up the permit for this property. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have been Yes authorized by the legal owner of the property to submit this application and to perform the work described above. Name of Applicant Omiah Travis Email not displaying correctly? View it in your browser. 3 beacon restoration, Ilc 3 silvermound I littleton, co 80127 1 phone 303.862.4625 I fax 720.287.2463 www.beaconrestore.com Residential Property Owner: .__\T'rV li Insurance Company: 09, A Colorado Limited Liability Company Project Address: 44�_01 t t k �%L _ (�T- Insurance Phone: �z L9 h City, State & Zip: 1 �Z1 �� , C :� ' G7CM 3 Claim ti: Ofl 3« I O C) 'L I L� Home/Cell Phone: Policy a: Work Phone: Beacon Representative: -7 _ E -Mail Address: Beacon Representative Cell: (Z `. ^Z �% Z I `% ❑ Check here/customer mailing address os different than Project Address Customer hereby authorizes Beacon RCStarotfan to furnish all materials and labor necessary to roof the above referenced Project Address according to the following terms, specifications and provisions: SPECIFICATIONS Roof:OWELLING ❑DETACHED GARAGE El i NST1i1 i-�� ( ) Protect landscaping, perimeter and clean site daily ( } Replace rotten decking at $ r per sheet iJw�ti it c x'a ( ) Drip Edge: ❑ Brown ❑ Gray 9White ❑ Custom ( ) Re -deck roof: YES NO >�_ ( ) Underla��y//ment: ❑ 15 Ib felt �301b felt IJ Synthetic [J Tile UDL ( )Ice &Water Shield:avealle ❑Skylight Chimney [lent ( ) Valley: liClosed ❑ Open ❑ rown ❑ Gray ❑ Black ( ) Re -flash: ❑ Skyli ht 1 Chimney'�Sidewall - ( ) Plumbing Boots: ❑1- 3" ❑ 4" ( ) Vents: ❑ 750 Q?fCdge3U ❑ Exhaust -2--0 Attic Fan ( ) Ridge Cap: ❑ Standard D�HD ❑ Decra q Tile_ T 1:' ' ( ) Roil property with magnetic sweeper and haul a,.way3ebrts at y Manufacturer: pt'� Name of Product: jl, W 0 Gutters/Downspouts: ❑ Protect OtReplace /I Size: Z X3 Color: C4a�l St t'CL� Wlndows:,�N/A Manufacturer: Name of Product: Exterior Frame Color: Interior Frame Color: Number of Windows: Window Type: 1ZC_pL+a-C..0 CS W I -N G..J Std Roofing: $ 9 r 3 -19 • <;ii4 Gutters: $ 1 1S 3 . 00 Windows: $ L�ivs5) ) q) qa PeinliMp�6 ., tt� vEt.Js' 31,17 70 PROJECT TOTAL $ *OR AS PER RCV OF APPROVED CLAIM AMOUNT' Nail shingles using 6 galvanized nails per shingle ( )All step flashing to be eplace-�d,/� t Product Color: (S eL1.ice%C,,,�M Product Warranty:. M fTV�S Skylights: ❑ Protect ❑ Replace XN/A Curb Mount:_ Deck Mount: _ Style: Count: 91 I/A TErTvL6 4 ot.r T' rLwa ( CCtLt.sCa z e`i ly r 'J"O' Other Restoration/Pro'ect Notes: / t7v� w �t�p `OC'l ctL s- COV�C- Project Start Date: Material Delivery Location:^ c&�1S.76a'f� Attic Inspection: ❑ N/A Rep. Initials: Dote: Deposit Amount: $ Due Upon: Insurance Contingency By signing this agreement the homeowner authorizes Beacon Restoration to represent the homeowner's best interest in pursuit of exterior restoration/construction due to storm damage. This contract does not obligate the homeowner or Beacon until the scope of restoration is approved by the Insurance Company and accepted by Beacon Restoration. Upon approval of claim Beacon Restoration will complete specified work at a price agreeable to the Insurance Company & to Beacon with no additional cost to the homeowner except for the deductible. Agreed upon price will become the final contract price and Beacon will receive all Insurance proceeds & supplements for the work completed. Initials: Customer agrees that it has read, understands and agrees to the Terms and Conditions on the back of this contract. Customer acknowledges that this contract Is subject to final acceptance by Beacon Restoration and that once accepted, the written terms, conditions and specifications contained in this contract shall be the entire agreement between the parties. Any change to this contract or the specifications will require the execution of a written change order, which may result In additional charges. Customer understands that it may cancel this transaction at any time prior to midnight of the third business day after the date of this contract. When APPLICABLE from above, Insurance Contingency. If this box is initialed by Customer, Customer and Beacon Restoration acknowledge and agree that this contract is expressly conditioned upon Customer's insurance company authorizing full roof replacement in accordance with the Insurance Contingency provisions contained in the Terms and Conditions. Client Print Name:_7,/ it/�LL/ Beacon Representative: 7 Signature: 1_/YsT �&,(%, � t - Signature: 4 Date:_ 2 -!—' r t 7 Date: SI ZO I Upon receipt of final papmeru, Beacon Restoration. LLC. shall issue a 3 Fear warranA certificate and final release of lien C� ► X00 LJ 1 � =u� A 6*-4NSPECTION REQUEST LINE: (303) 234-5933 Inspections will not be performed unless this card is posted on the project site. Call the inspection request line before 11:59 p.m. to receive an inspection the following business day.** Inspector Must Sign ALL Spaces pertinent to this project Foundation Inspections Date Inspector ; Comments i Initials f Pier - ----- - - Concrete Encased Ground (CEG) i Foundation / P.E. Letter Do Not Pour Concrete Prior To Approval Of The Above Inspections 4�-�-1 Inspector Underground/Slab Inspections i Date Comments E Initials Electrical Sewer Service Do Not Cover Underground or Below/in-Slab Work Prior To ARprovai Of The Above inspections Rough Inspections Date Inspector Comments Initials Wall Sheathing i - -- Mid -Roof Lath /Wall Tie Rough Electric Rough Plumbing/Gas Line s Rough Mechanical i j < Rough Framing r Rough Grading ? i Insulation i Drywall Screw / Nail_- - 1 j Inspector Final Inspections Date i Initials _.-. Landscaping & Parking ! Planning Dept. i Inspections frc ROW & Drainage / Public Works Dept. --� one week in at _ _ - -.- - -� r— - — inspections call Floodplain Inspection (if applicable) inspections call 303-235-2861. For fire inspections Fire Inspection /Fire Protection Dist. contact the Fire Protection District for your project. Final Electrical Final Plumbing - I �_ ------ Final Mechanical is Roof / E- i iaaw?L6lr �� cvV&-P Final Window/Doors Final Building NOTE: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy. WV'6i low voltage permits - Please be sure that rough inspections are completed from the Fire District and electrical low voltage by the Building Division. "For Inspection Time Window Requests - Please email ins `imere westad.wheatridtjg,co.us by 8:00 A.M. the day of the inspection with the property address in the subject line of the email. Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued Protect This Card From The Weather 4 CITY OF WHEAT RIDGE Building Inspection Division / (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: nl O 1 -7 () 0 V Z V ❑ No one available for inspection: Time ( 0 -- '? OAM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: ° Inspector: DO NOT REMOVE 6S NOTICE CITY OF WHEAT RIDGE Building Inspection Division / (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address:5`�! ✓<c r" Permit Number: ❑ No one available for inspection: Time aZ A /P Re -Inspection required: (10es No * When corrections have been made, call for re -inspection at 303-234-5933 Date: /��s Inspector: _.. DO NOT REMOVE THIS NOTICE A City of Wheat Ridge F Ir Aor Residential Mechanic PERMIT , - 201700434 PERMIT NO: 201700434 ISSUED: 03/29/2017 JOB ADDRESS: 4591 Teller ST EXPIRES: 03/29/2018 JOB DESCRIPTION: Install 100K BTU Furnace; Install 3 ton AC; new AC circuit, GFCI, Furnace hookup & GFCI *** CONTACTS *** OWNER STEPHEN MICHAEL MANCINELLI LIV SUB (303)798-8783 J. Patrick Quinlan 018464 Coffman/B & F Heating & A/C SUB (303)227-0326 John F. Gordon 018057 Modelco Electric Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2405 / BARTHS, COULEHAN GRANGE, WHEAT BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 9,937.00 FEES A/C Replacement 60.00 Furnace Replacement 40.00 Total Valuation 0.00 ** TOTAL ** 100.00! *** COMMENTS *** *** CONDITIONS *** Work shall comply with 2012 IRC & 2014 NEC. Per IRC Sec. R314, Smoke detectors are required to be installed in every sleeping room, in hallways outside of sleeping rooms, and on every level of the structure. Per City of Wheat Ridge policy, carbon monoxide detectors are required to be installed in the same manner and locations as smoke alarms. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, apphca le building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying )tans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This, permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Budding Official and may be subject to a fee equal to one-half of the originalpermit fee. 1 If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Budding Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6, The issuance Qpgranting of a permit shall not be construed to be a permit for or an approval of, an violation of any provision of any applicable code or'" y ordinanQ!,,- f o this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MAST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspectifflifiee email requests to insptimerequest@ci.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspe tion. Please put the address of the inspection in the subject line. nn1-1nn�I�ll qd(U-15 � 1 N��ECTI�ON RECORD 0,/ �?,��NSPECTION REQUEST LINE: (303) 234-5933 Occupancy/Typer-m Inspections will not be performed unless this card is posted on the project site. Call the inspection request line before 11:59 p.m. to receive an inspection the following business day.** Inspector Must Sign ALL Spaces pertinent to this project Sewer Service Foundation Inspections Date Inspector Comments Initials Floodplain Inspection (if applicable) Pier Fire Inspection / Fire Protection Dist. Concrete Encased Ground (CEG) Lath /Wall Tie Foundation / P.E. Letter Rough Electric Do Not Pour Concrete Prior To Anoroval Of The Above Insnections Underground/Slab Inspections Date Inspector Comments Initials Electrical Landscaping & Parking / Planning Dept. Sewer Service ROW &Drainage /Public Works Dept. Plumbing Floodplain Inspection (if applicable) Do Not Cover Underground or Below/In-Slab Work Prior To Approval Of The Above Inspections Inspector Rough Inspections Date InspComments City Of Wheat Ridge 03/29/2017 13;42 CDBB Install 100K BTU Fur CDB014470 AMOUNT BPSP 4591 Teller ST 100.00 APDL/PERMIT NO: 201700434 Final Inspections Date p Inspector Initials Initials Landscaping & Parking / Planning Dept. Wall Sheathing ROW &Drainage /Public Works Dept. Floodplain Inspection (if applicable) Mid -Roof Fire Inspection / Fire Protection Dist. Final Electrical Lath /Wall Tie Final Plumbing Rough Electric Final Mechanical Rough Plumbing/Gas Line Final Window/Doors Rough Mechanical Final Building Rough Framing NOTE: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy. Rough Grading Insulation Drywall Screw/ Nail City Of Wheat Ridge 03/29/2017 13;42 CDBB Install 100K BTU Fur CDB014470 AMOUNT BPSP 4591 Teller ST 100.00 APDL/PERMIT NO: 201700434 Final Inspections Date p Inspector Initials !'HTMENI RECEIVED NT VS / 9144 AINOti AUTH CODE: 07526D 100.000 Inspections frc TOTAL-__ 100.00 one week in at -______ -- ----------------------- inspections call inspections call 303-235-2861. For fire inspections contact the Fire Protection District for your project. Landscaping & Parking / Planning Dept. ROW &Drainage /Public Works Dept. Floodplain Inspection (if applicable) Fire Inspection / Fire Protection Dist. Final Electrical Final Plumbing Final Mechanical Roof Final Window/Doors Final Building NOTE: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy. ror iow voltage permits - riease oe sure tnat rougn inspections are compietea Trom the rare uistnct ana eiectncai low voltage by the Building Division. **For Inspection Time Window Requests — Please email insptimerequestCa)ci.wheatridge.co.us by 8:00 A.M. the day of the inspection with the property address in the subject line of the email. Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued Protect This Card From The Weather ,, City cit �9 W heat ick c' i.ONWUNIiN Divil0i'MINI Building & Inspection Services Division 7500 W. 29`h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: Perm its@.ci.wheatridge.co.us FOR OFFICE USE ONLY Date: b� n, Planmermlt # OkU, Plan Review Fee: Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: J �! e� �T7L- Property Owner (please print): Sf>o�e IQ I'��/7 �// / Phone: 5i'3_yy�� 171pI Property Owner Email: Mailing Address: (if different than property address) Address: City, State, Zip: Architect/Engineer E-mail: Contractor: Contractors City License #: Contractor E-mail Address: VA mi Phone: �-'00f mac, Phone.. X0;0; "5 q f U ,,*/k n Co. Cb/7-7 Sub Contractors: D Electrical:1c�C7C' Plumbing: Mechanical: W.R. City License # J�/J I*/ W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # Complete all information on BOTH sides of this form 7/ del/eY�� ❑ COMMERCIAL ❑ RESIDENTIAL Description of work: (Check all that apply) NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ECSIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc).) HANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT BPLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) Sq. FULF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) GG $ ONVNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, casements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this applicatiot; that I am the legal owner w have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided 9SLhz4WHcation. CIRCLE ONE: (OWNER) (C 'TR9CT0 r (A ORIZED REPRESENT 471VE) of (OWNER) (CONTR9CTOR) Electronic Signature (first and last name): DATE: ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer. DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: Building Division Valuation: $ COFFMAN & COMPANY B&F HEATING 303-366-1112 Heating * Plumbing * Air Conditioning s Electric * Attic Insulation Number of sheets including this cover sheet.- To: heet. To: City of Wlieat Ridge Fax #: 303-237-8929 Project: Permit Application From: Coffman/B& F Heating & AC, Ina 11919 W170 Frontage Rd N #122 Wheat Ridge, CO 80033 Ph 303-798-8783 Fax 303-720-890-2711 Remarks: AV Coffman & Company wwwxoffmanco.com Email: infwa coffmanco.com Date: _ llt�-1111% alreadyDo Not Charge Use Tax — We to Our comp Thanks Patty 303-366-1112 _ pschmidt65 c*comcast.net 11919 I-70 Frontage Rd N #122 ® Wheat Ridge, CO 80033 303-366-1112 0Fax 720-890-2711 CITY OF WHEAT RIDGE j ® Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: o.1 1 (r aft, Job Address: Permit Number:> ❑ No one available for inspection: Time{� MIPM Re -Inspection required: Yes No J When corrections have been made, call for re -ins action at 303-234-5933 Date - � Inspector: Pi P- ;l "619 ' DO NOT REMOVE THIS NOTICE A City of Wheat Ridge V- "} _. Residential Plumbing PERMIT - 201700140 PERMIT NO: 201700140 ISSUED: 01/31/2017 JOB ADDRESS: 4591 Teller ST EXPIRES: 01/31/2018 JOB DESCRIPTION: Replace water heater with 199k BTU tankless unit *** CONTACTS *** OWNER STEPHEN MICHAEL MANCINELLI LIV SUB (303)458-5988 Josh Ward 018236 Applewood Plmb, Heat, & Elec. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2405 / BARTHS, COULEHAN GRANGE, WHEAT BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 5,712.00 FEES Hot Water Heater 40.00 Total Valuation 0.00 0 Raw Use Tax 102.82 ZW J--�' ** TOTAL ** 142.82 *** COMMENTS *** *** CONDITIONS *** Both the front and back of this permit are required to be posted on the job site at all times. If the complete permit is not present, inspections WILL NOT be performed. All work shall comply with applicable codes and ordinances and is subject to field inspections. I, by n signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable wilding codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with t yi h ermit. I further attest that I am IegalI authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or any,ordmance or regulation of this jurisdiction. Approval of work is subject to field inspection. I Signature of Chief Building Official Date I REQUESTS MUST BE MADE BY 11:59PN ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests to insptimerequest@ci.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. +6,7) -:aIler St 4 DC' -7 001 q-0 °==nc"`rpe L l.: c 1 �qI L g INSPECTION RECORD INSPECTION REQUEST LINE: (303) 2345933 Inspections will not be performed unless this card is posted a► the Project site. Call the inspection request line before 11:59 p.m to receive an inspection thebllowing business day.** Inspector Must Sign ALL Spaces pertinent to this project Foundation Inspections Date Inspector Comments Initials Pier Concrete Encased Ground (CEG) Foundation / P.E. Letter Do Not Pour Concrete Prior To A roval Of The Above Inspections Underground/Slab inspections Data Inspector Comments Initials Electrical Sewer Service Plumbing Do Not Cover Underground or Below/In-Slab Work Prior To Approval Of The Above Inspections Rough Inspections Date "'ar"`'&W Initials Wall Sheathing Mid -Roof Lath / Wall Tie Rough Electric • Rough Plumbing/Gas Line Rouch Mechanical Rough Framing Insulation Drywall Screw / Nail Final Inspections Date Inspector Initials Final Electrical Final Plumbing City of Wheat Ridne 02/01/201? 06:41 CDEA (replace water heater CDA013908 AMOUNT EPSP 4591 Teller ST 142.62 APDL/PERMIT NO: 301700140 PAYMENT RECEIVED AMOUNT VS / 2268 142.82 AUTH CODE: 019326 TOTAL 142.62 ---------------------------------------- Final Mechanical Roof Final Window / Doors Final Building _andscaping & Parking / Planning Dept. Inspections from these entities should be requested one week in advance. For landscaping and parking ROW & Drainage / Public Works Dept. inspections call 303-235-2846. For ROW and drainage inspections call 303-235-2861. For fire inspections =ire Inspection / Fire Protection Dist. contact the Fire Protection District for your project. VOTE: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate rf Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy. or low voltage permits - Please be sure that rough inspections are completed from the Fire District and electrical low voltage the Building Division. 'For Inspection Time Window Requests - Please email insotimereauestfa ci wheatridae.co.us by 8:00 A.M. the day of the spection with the property address in the subject line of the email. Occupancy is Not Permitted Until A Certificate of Occupancy is Issued Protect This Card From The Weather V City of �%' Wheat�idge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(d1ci.wheatridge.co.us FOR OFFICE USE ONLY Date: Plan/Permit #`Do 1 j 0 0 j (/, D Plan Review Fee: Building Permit Application I Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: Al S T 1%'// 9 Co 9 UJ 33 Property Owner (please print): j TE 11,5 /V i¢/V e n/ ,�- L L l Phone: —�O 3 -7-% 80 Property Owner Email: Mailing Address: (if different than property address) Address: City, State, Zip: Architect/Engineer: Architect/Engineer E-mail: Phone: Contractor: j#PPL& W10 60 � H C - Contractors City License #: 192-36 Phone: X%SO Contractor E-mail Address: ,)6�54M/TS i�O IP/ E /„iaO.OFi X/ T, CSO/ I Sub Contractors: Electrical: W.R. City License # Other City Licensed Sub: City License # Plumbing: W.R. City License # Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form ❑ COMMERCIAL CrRESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE B ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESIDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT LUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, Including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) 1,99A /� T v Ti�r�l k E s S v� � r - Sq. FULF Amps Btu's % 9 9 /< Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) OWNERICONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) CONTRACTOR (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Electronic Signature (first and last name): _�-�'�l/IL ��/"Y"'� DATE: / //, //";, DEPARTMENT USE ONLY, MNINQCQMMM�NTS x try x OCCUPAPicy6 silhCATIO A k;I Building Division Valuation: $ S ,.h A .F by s M ♦ A i CITY OF WHEAT RIDGE r Building Inspection Division 1 (303) 234 -5933 Inspection line (303) 235 -2855 Office • (303) 235 -2857 Fax Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time AM /PM Re- Inspection required: Yes No * When corrections have been made, call for re- inspection at 303 - 2345933 Date• Inspector: DO NOT REMOVE THIS NOTICE ♦ i CITY OF WHEAT RIDGE Building Inspection Division (303) 234 -5933 Inspection line (303) 235 -2855 Office • (303) 235 -2857 Fax INSPECTION NOTICE Inspection Type: mfnl- Pr^r�r Job Address: g51/ f pllrr �` Permit Number: & ?jZ7g ❑ No one available for inspection: Time n AMN Re- Inspection required: Yes Ilo 1 "When corrections have been made, call for re- inspection at 303 - 234 -5933 i Date: -�� Inspector: 2' . g,- LL DO NOT REMOVE THIS NOTICE i ♦ i CITY OF WHEAT RIDGE Building Inspection Division (303) 234 -5933 Inspection line (303) 235 -2855 Office • (303) 235 -2857 Fax INSPECTION NOTICE Inspection Type: Oqf I7 4 ? Job Address: 041 </, Permit Number: ,02U 7q ❑ No one available for inspection: Time /NIPM Re- Inspection required: Yes (K lo When corrections have been made, call for re- inspection at 303-234-5933 w 9 Date: 0-f l / - M Inspector: 5 DO NOT REMOVE THIS NOTICE n. Permit Fee 217.50 Reinspection Fee 61.00 Total Valuation .00 Use Tax 159.80 a" TOTAL 438.30 Conditions: 6 nail installation & mid roof inspection required. Board sheathing spaced more than a 1/2 of an inch apart requires plywood overlay on entire roof. Ice and i~ water shield required from eave edge to 2' inside exterior walls. ~VSubject to field inspections w -n O m x a ~$m X G) O D ~ O0 ~~m 2 ~ m ~ O 0 T ~ ~ a'- ooH D o r~ Q.~~rt mn ~ ~ A~ ~ m z ~ C/) c z y ~ cn C " D ^ * z .D . . . o C . ; 5 . : (a C/) {T9,. . . eD (D m. ~ cn a . S ~ Cil y+ CD ;z' ~ (0 ~ o ' n D m` , (D ~ 3 ° ~ ~ ~ 3~ iQ (D ~ n Q . m 'U . ,A 1. C l, zj cn ~ ,y ~ . p -I ' o ~ y z m ~ U3 ~ p. ~ ' . " ~ ~ . r. . C. 3 ~ K ~ ~ ^ ✓ 3 y.. . CD . z' Z ITI C ~ m y B . . 1 . . ~ 7. ~ ma~~m m ~ ~ ~ ~ Q~ ~ 0 xl ~~m~ a~.. ~ . j' cn o 3' CD ~ y j o ~ .--j m m v.Ep, -o M c . ; . ~ . co A F , m i U m' ~ m ~ o ~ ~K. y ~ 0 Q.C H . N (D ~ 7 . , `G CY ~ Z m~~ m ' ff s ~ ~ 0 ~Qa, ~ C) -4 a v3 ° -p S " (D > D: ~ a, ~ o mroo, Q'< -I Q ' z m ~ ~ o (D ~ C)~ ~ ~ cl) C/) 0 a:. ~ D ° rn C ~ v o; ' o: C . . : a CA) o ~ (p ? m 0- . W c c; n rD: -0 n;a ~ o ~C~ o ~ r a~~ ~ . . r . . N N . . . . (D ~ . m 0 3 ~ Q y' L C (n ( . . - . ~ . ¢ ~ . ~ . . m o~ ~ m ~ ~ ~ ~ N m =r ~ p. . ~ . . O N N ~ ~ [U. Q . . 0 . ~ . . ~ ~ . . . CD am . . . ~n..~.~.:../'.'~ -~.\^..~.:y~.i.^v'J`r.i n'l^.1.n.•..\nn!'.'^✓.1~~.:/~ Date: U ip ~ l . .i. . A Certificate of Occupancy 1 Completion has 6een requested for; ADDftESS: l5T TlL-LlUG SJ- - PURPOSE OF STRUCTIlRE: Buitding DepartmentApproval: ~ Remarks: Zoning ApProval: G Remarks: Public Works Approyal: Remarks: Fire Marshali Approvai: (If Appiicable) -aC ; Sanita4ion District Approvat ; (If Applicabte) ` Remarks ~ ~ Water District Approval: ~ (If Applicable) - , Remarks: \ - w~ 03 w~ N 7 w0 ~ O ~ W n W O 7 N S fU < fD 6 N (D m m a (D ~ \ o v~ ~ N ~ ~ W •n_•, d v ICA I " C- 0 a a a N N 0 ~ 0 ~ Z ~ (D W 0 ~ n W v r+ cn m O W CD m ~ • o ~ r O Z n N ~ 0 o m r*L L Z 0 N '-I c~ o: o ~ m ~ INSPECTIAN RECORD 7500 W.19' Avenue Wheat Ridge, Coiorado 80033 (303) 235-3855 ~/nsoectfon Llne (303) 2345933 Inspections will not be made unless this card is posted on the building site 24 Hours notice required for inspections Job Address Building Peirnit No. Owner 1~'t VU'<.Contractor Contractor Address Issued ; I Type I OccupancY I INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB FOUNDATION INSPECTIONS DATE APPROVAL DISAPPROVAL INSPECTOR INIiIALS COMMENTS: Footings/Caissons Stemwall Reinforcing or Monolithic . Weatherproof / French Drain WatedSewer Service Lines Yf II IK N(11 :(1NCfiFTF 1 INTII {ifi/1VG NAC FiCCIJ ti1CA1CI1 CONCREfE SLAB FLOOR Electrical (Underground) Plumbing (Underground)y-,^'~ -r~~-- Heating (Underground) ' UO NOT YOUR tl OOR UNTII ARnVF HAR RFFN ti1C_IJFf1 Electrical Service Rough Elech'ic 12 v RoughPlumbing i 4,-~ ~r.•> Air Test Gas Piping RouBh Mechanical i. i^e r Framing ~ V Roofing kmulafion Urywan Screw ~ ~ OCCUPANCY NOT PERMITTED UNTIL CERTIFICATE OF FiNni,s Electrical . ~ Plumbing Q Mechanical ~ Frame / Interior Finish R.O.W & Drainage Parlcing & LandscaPin9 Q D~✓G" Lcwi.✓ 'k'"'NOTE: ADDITIONAL /N SPECTIONS / C MMENTS ON BACK OCCUPANCY IS ISSUED PROTECT THIS CARD FROM THE WEATHER ity of Wheat Ridge Agesidential Electric PERMIT - 060007 PERMIT N0: 060007 ISSUED: 02/14/2006 JOB ADDRESS: 4591 TELLER ST EXPZRES: 08/14/2007 DESCRIPTION: 200 amp service change. Add outlet backyard. CONTACTS GC 303/922-5337 Steven Torres 01-9687 Taurus Electric owner 303/425-9491 Steve Maninelli PARCEL INFO ZONE CODE: UA USE: R-3 SUBDIVISION: UA BLOCK/LOT#: 0/ FEE SUMMARY ESTIMATED PROJECT VALUATION: 1,300.00 FEES Permit Fee 62.31 ~i,"... Total Valuation .00 !~c; ilsv 1~3~ Use Tax 23.40 TOTAL 85.71 Comments I hereby certify that the setback distances proposed by this permit applicatiov are accurate, and do not viola[e applicable ordinances, rules or regulations of the City of wheat Ridge or covenanCS, easements or resCrictiona of record; that all measuremen[s shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on [his application and that I aseume full responsibility for compliance with the Wheat Ridge Building Code (I.B.C) and all other applicab, ah t Ridg/e Or ' ances, for work under this perm/i,t. Pl/ans eubject tofield inspection. Signature of contractor/owner date 1. This permit was issued is accordance with the provisions set forth in your application and is subject Co the laws of the State of Colorado and to the Zoning Aegulations and Building Codes of Wheat xidge, Colorado or any other applicable ordinances of the City. 2. This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from iseue date or (B) the building authorized is suspended or abandoned for a period of 180 days. 3. If this permit expires, a new permit may be acquired Eor a Eee of one-halE the amount normally required, provided no changes have been or will be made in the original plans and specifications and any suepensiov or abandonment has not exceeded one (1) year. If changea have been or if suspension or abandonment exceede one (1) year, full fees shall be paid for a new permit. 4. n*o work of any manner shall be done that will change the na[ural flow of water causing a drainage problem. 5. Con[ractor ehall notify the Huilding Inspector twenty-four (24) hours in advance for all inspec[ions and shall receive written approval on inspection card before proceeding with successive phases of the job. 6. The ieauance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an apprwal o any vi of the provisions of the building codes or any other ordinance, law, rule or regulation. All olw ' subject to fi d inapectiovs. of Chding Offical date INSPECTION REQUEST LINE: (303)234-5933 BUILDING OFFICE: (303)235-2855 REQUESTS MUST BE MADE SY 3PM ANY BUSINESS DAY FOR INSPECTION TAE FOLLOWING BUSINESS DAY. ~ a w = p o 4) N Z • C~ > Q W . a-+ 2 a ~ta Z O ~N ~ W ~M W NM L 0 ~ N N 2 'O 10 Q ~ O ~ ~ ~ o ~ ~ d a ~ N C 'T o ~ e ~a u aS v m E c ~ ~ > co ~ ~ ~ U O o l U C N ' L7 ~ > ~ ~ a w ~ a .O (D H y ~ Z > W Q Z O L) N , . W ~ VIi 0 N W NM 0 rM ~ 0v ~ L L ? Q 0 V ~ N O N) ~ 2 ~ . V f~ ~ ~ Q n \ 2 ~ d ~ CL ~ ~ ~ w ~ cc 0 ~ m V ~ ^J E N ~ co L ~ N C O ~ C~) M Q N NO> ~ O M U ar-) N L> M M ~ Y V d a c ~ fl-z A ~f'- - T~R Permit # 5r Permit Dffie C~J( REScheck Software Version 3.7 Release 1 b Compliance Certificate Project Title: Kitchen/living room remodel Report oate:1217M05 Energy Code: 2003 IECC Location: Wheat Ridge, Colorado Construction rype: Single Famlly Glazing Area Percentage: 0% Heating Degree Days: 6158 Construdion Site: Owner/Agent: DesignerlContractor: 4591 Teller St Steve Mancinelli Wheat Ridge, CO 80033 4591 Teller St Percnit # 79450 Wheat Ridge, CO 80033 PermitDate:11/03/OS 303-425-9461 stevemanw@cancast.net Ceiling t: Cathedrel Ceiling (no attic): 616 0.0 30.0 20 Wall 1: Masonry Block with Empty Cells:ln[erior Insulation: 820 0.0 10.0 62 Window 1: Vinyl Frame:Double Pane wilh Low-E: 0 0.000 0 Door 1: Glass: 0 0.000 0 Basement Wall 1: Other: 0 0.000 0 Floor 1: All-WOOd JoistlTruss:Over Uncontlitioned Space: 0 0.0 0.0 0 Crawl 1: Solid Concrete or Masonry: 0 0.0 0.0 0 Fumace 1: Forcetl Ho[ Air: 95 AFUE KitchenAiving room rertwtlel Page 1 of 1 COMMUNITY DEVELOPMENT DEPARTMENT Building Permit Number : 77940 BUILDING INSPECTION LINE -(303-234-5933) Date : 10/26/2004 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303-235-2855) Property Owner: STEVE MANNCINELLI Property Address : 4591 TELLER ST Contractor License No. : 22136 Phone : Company : Just Fix It Home Repairs Phone :(303) 946-4838 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easemenls or restrictions of record; that all measurements shown, and allegations made are accurale; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all olher applicable heat Ri e ordnances, for work under this permit. (OWNER)(CONTRACTOR)SIGN~ DATE Valuation: $1,500.00 Permit Fee : $70.25 Plan Review Fee : $0.00 Use Tax : $18.00 Total : $$a 25 Use: Description : TILE FLOOR & WALLS, CHANGE SINK, TOILET & TUB < BUILDING DEPARTMENT USE ONLY Zaning Camments:SIC : Sq. Ft. : Approval : Zoning : Bu [Iding_Carments; Approval : Public Wcrks Com'ments:; Approval : Occupancy : W alls : Roof : Stories : Residential Units : Electrical License No : Plumbing License No : Mechanical License No : Company: Company: Company: Expiration Date : Expiration Date : Expiration Date : Approval : Approval : Approval : (1) This permil was issued in accordance with the provisions set forth in yopur application and is subjed to the laws of the State of Coloredo and to the Zoning Regulations and Building CoOe of W heat Ridge, Colorado or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sizty (80) days from issue date or (B) the building aulhorized is suspended or abandoned for a periotl of 120 days. (3) If this permil expires, a new pertnit may be acquired for a(ee of one-half the amounl normally requireQ providetl no changes have been or will be made in the original plans and speci(ications and any suspension or abandonment has not exceedetl one (1) year. I/ changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permil. (4) No work of any manner shall be done lhat will change the naNrel Flow of water causing a drainage problem. (5) Contraclor shall notiry the Builtling InsOeclor hventy-four (24) hours in advance for all inspections and shall receiva written apDroval on inspeclion card before proceediing with successive phases of the job. (6) The issuance of a permit or the approval of drawings and specifcalions shall not be construed to be a permit for, nor an approval of, any violalion of the provisions of the or an olher ordin nce, law, rule or regulation. 725 Chief Buildin,~4rrsrpecte ~ Please sign Terms and Conditions on reverse side of page. COMMUNITY DEVELOPMENT DEPARTMENT Building Permit Number: o~ ""E°'9 BUILDINGINSPECTIONLINE-303-2345933 Date: ~ T CITY OF WHEAT RIDGE " 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303-235-2855) `°`°R"°° APPLICATION PropertyOwner. S7t✓e Property Address: E'/ S y/ '-rr//a R 57 Phone: Contractor License No.: ;1;)/ 3 (o Cornpany: cTJ57 T rI f'7 Vd-P Phone:,3e3-V36 -Y63~ . ~P/~il/.L OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Value:$ /Sd v I hereby certity Nal the selback tlislances proposed by ihis permit application are 1( F 2: $ p accurete, and do not violale appticable ortlinances, rules or regulaGOns of the City of C17T1 C WheatRiOgeorcovenanis,easemenisaresinciionsofrecoitl;ttwlallmeasurements p~yn Review Fee:S shown, and allegations made are accurate; that 1 have read and agree to abide by all wndifions printed on lhis aDPlica6on and that I assume full responsibiliry for I JSC T3X'$ compliance with the Wheal Ridge Building Code (U.B.C) and all olher applicable T l Wheal RiOge Ordinances, torwork under this permiL Oi3 (OWNEf2NCOHTRAC70R). (OWNER)(GONTRACTOR):GRINTED DATE Description: Tlr g-[tca/!S / ['C,"-e- Si,✓<- zo;/~T TL14 . Sq. Ft. added Expiration Date: Expiration Date: Expiration Date: Approval: Approval: Approval: (1) Tfiis permit was issued in accordance with the provisions set forth in your applicatlon and is subject to the laws of the Sta1e of Colorado and lo the Zoning Regulafions and Building Codes oi W heat Ridge, Colorado or any oMer applipWe ordinances ol the City. (2) This pertnit shall expire if (A) the work auNOrizetl is not commenced within sixty (60) days from issue date or (B) the building auMOrizetl is wspendetl or abandoneC tor a periotl oi 120 days. (3) Ii Mis permR expires, a new partnN may be acpuired for a tee of one-halt the amount rrormalty required, provided rw changes have been or will be made in the oripinal plans and speaficaGOns and any suspension or aDandonment has not exceetletl one (1) year. If changes have been or N suspension w aDanOOnment exceeds one (1) year, full Tees shall De paid for a new permil (4) No work of any manner shall be done Mat will change the naWral flow of vrater pusing a dreinage proWem. (5) Contractor sha11 notiy the Buiidirp Inspector twenry-four (24) hours in advance for all inspections anA shall receive wririen approval on inspection mfd before proceadirp wiVi successive phases of the job. (6) The issuance of a pertnft or the approval of drawings and spedfiptlons shall nol be consWeO lo be a pcrmit for, nor an approval ot, any vidation of the provisions of the building co0es or any other ordinance, law, rule or regulation. Chief Building Official Electricat license No: Plumbing License No: Mechanical License No: Company: Company: Company: DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number Date 12775 9/12/01 Property Owner : Property Address : Contractor License No. : Company Description : INSTALL 72" TALL WOOD PRIVACY FENCE ALONG REAR PROPERTY LINE V OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibility for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit. (OWNER)(CONTRACTOR) SIGNED DATE Use: BUILDING DEPARTMENT USE ONLY v SIC : Sq. Ft. : Approval : MLC COMPLIES W/ FENCE REGS Zoning : R-2 4591 TELLER ST 19804 Elcar Fence & Supply Co. Approval: BG OK 9/12/01 Approval: Occupancy : Walis : Roof Phone : 425-9461 Phone : 755-5211 Construction Value : $2,860.00 Permit Fee : $8325 Plan Review Fee : $0.00 Use Tax : $42.90 Total: $126.15 Electrical License No : Plumbing License No : Company : Company : Expiration Date : Expiration Date : Approval: Approval: Mechanical License No : Company : Expiration Date : Approval : ~ (1) This permit was issued in accordance with the provisions set forth in yopur application antl is sub1'ect to the laws of the Slale of Colorado and to the Zoning Regulations antl Builtling Code of Wheat Ritlge, Coloredo or any other applicable ordinances of the Ciry. (2) This permit shall expire if (A) the work authorizetl is not commenced within sixry (60) days from issue tlate or (B) the builtling authorized is suspentletl or u' ir~g.ygtlpy~[yany ny other orUinance, law, rule or regulahoa Stories : Residential Units : abandoned for a period ot 120 days. (3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifcations antl any suspension or abantlonment has not exceeded one (1) year. If changes are matle or if suspension or abantlonment exceeds one (1) year, full tees shall be paid for a new permit (4) No work of any manner shall be tlone that will change the naWrel Flow of water causing a drainage problem. (5) Contractor shall notify the Builtling Inspector hventy-four (24) hours in advance for all inspections and shall receive wntten approval on inspeclion card before proce with successive phases of the job. (6) The i a ce of~a peryit or the approvai of drewings and specifcalions shall not be constmed to be a permit for, nor an approval of, any violation of the provisions / Chief Buildingfnspector I)EPARTMENT OF PLANNING AND DEVELOPMENT Building PermitNumber: oF wHEqr P gLTII.DING INSPECTION LINE - 303-234-5933 Date: = °GCPTY OF WHEAT RIDGE U In 7500 V4'EST 29TI3 AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) C~~ ORA00 ,y -PiPPLi{r~dppt,y R~IO7~~ P70pertyOwneI: 5r4-Ve .MpNG/NELL/ Property Address: 4.551 TJ-L4-E-R Sj . Phone :~jp j.~}25 94 6 Contractor License No.: Company: cn a$,r SH ppj.~ 60, Phone: 30 3•"7 5 5, 521 1 OWNER/CONTRACfOR SICNATURE OF UNDERSLAPmING AND AGREEhII+.NT I hcreby certify that the setback distaaccs proposed by tltis pccmit application aze accurate, md do not violate applicable otdinaaccs, niles oi mgutations of the City of Wheat Ridge or covensn4, easements or res4ictions of record; that all measucemrnts shown, md allegatiovs mede a;e accucate; that I have read md agree to abide by all conditions priated oa tlus applicatio¢ andthat I assume fu(1 responsihIlity -fnr wmpliance with ffie Wheat Ridge Buildiag Code (LTB.C) md al1 other applica6le WheazRidgeOtdinances,forworkva ' permit (OWN&R)(CONTRACTOR): SIGNID DATE / ,7'D/ Description: /NS jr+Le__ ,J~/loy~/Lry~ Lrm ts . ZONING COMMEN75: Approval: Zoning: R . "1 <T ConshuctionValue: Z860 Pernut Fee: 83, 25 . Plan Review Fee: '1E4, Use Tax: 4;00 Total: -986.15 W 000 PA/ Y*G PL'/- ~?'Lfi"It- BUII.DING DEPARTMENT USE ONLY C~O-VQS , lt'\/#~ aS . SIC: ~ BUILOING COMMENTS: / Approval: 7C ~10 o/~ 02~01 PUBLIC WORKS COMMBNTS: Approval: Occupancy: Walls: Electrical License No: Company: Owner / contractor is rpo~~ ibe for locating pro lines end consWcting improvemonts according W ~ °1~P+°ved Plan and required development standards, 7tu City Ls not tesponsible for inaccurafe information Ch tubmitted wiWin the plan set and azry constructioa errors resulting from inaccura;e informatiar, ~ Roof. Stories: Residenrial Units: Plumbing License No: Company: Mechanical License No: Company: Expiraflon Date: Expiration Date: Expirarion Date: Approval: Approval: Approval: (I) 'Cltis pexmit was iuued in acwxdence with tlte provisions set foNt ia your appliuROn md is subjecc to the laws of the State of Colorndo md to the Zoning RegulaGOns md Building Codes of Wheat Ridge, Coloxedo or eny othu applicable ordinaacu of the City. (2) 17ils pcemit shall ezpire if (A) the wotk authoriud is not commmced withi¢ sixty (60) days fivm issue daze or (H) the building authorized is suspmd<d or abandoned for a period of 120 days. (3) If tlils pmmit ezp¢es, a new pumi[ may be acqtired fox a fre of o¢o-heif tlie amoun[nocmaliy cequiad, provided ao cha¢ges have bem ot will bc made in flie original pl;ns andspecificaGOns a¢d a¢y susprnsionax abandonmenthae ¢of ezceedcdone (1) yeaz. Ifchaagu havebwn ox ifruspeation ot a6andonment ezceeda one (1) yeet, fiill fees shall be paid for a¢ew pnmiL (4) Na work of any mamer shatl6e done that will change tLe natutal flow ofwat¢ wusing adrainage problem. (5) ConRactorshallnoRfyNeBuildingluspectoctwmty-fom (24)hoursinadvanceforalliuspee¢oaaa¢dshall xeceivewuttenappcovaloainsp<eROncazdbefore praceedingwithruccessivaphnsaofthejob. . (6) The issuance of a peimit or the approval of drawings md specificaRons shaLL not be couthued to be a p<mit for, nor nn approvnl of, any violation of thn . pravisions of the building codrs u aey othes ordinaneq law, rvle or cegvia4oa. ChiefBuilding spectar ~ N~ rnv ~ ~ ' Q ~ I ~ ~NS~~LL ]a7~ H/00l~ ~ILI✓AG/~, /CIGrIG~ ' /N% £Iz(o~ Z-4 DAIntA ; Srfi✓i, /L1.4-NGiN~GL ~ .~a3-gz5-°j 46 / CoNjLATij~I?' i ~c..GAA FL~- 5. YaG fii tl c~. 5j - 03• 75S •SZ/ / DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 7906 . BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date : 10/6/98 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Property Owner : Property Address : 4591 TELLER ST Contractor License No. : 17174 Phone: 303425-9461 Company : Bell Plumbing & Heating Phone : 757-5661 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT i hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicabie ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibiliry for compliance with the Wheat Ridge Building Code (U.B.CJ and all other applicable Wheat Ridge ordinances, for work under this pertnit. (OWNER)(CONTRACTOR) SIGNED DATE Description : Water heater replacement, 40 gallong, 40,000 BTU Construction Value : $434.00 Permit Fee : $22.00 Plan Review Fee : $0.00 Use Tax : $6.51 Total: $28.51 Use: Electrical License No : Company : Expiration Date : Approval: Plumbing License No : Company : Expiration Date : Approval : Mechanical License No : Company: Expiration Date : Approval: (t) This permit was issued In accordance with the provisions set forih in yopur application and is subject to the laws of the State of Colorado antl to the Zoning Regulations an0 Buildin~ Cotle of lMieat Ridge, Coloratlo or any other applicable ordinances of the City. (2) This permit shall expire d(A) the wotlc authonzed is not commencetl within sixry (60) days from issue date or (B) the builtling authorizetl is suspentled or abantloned for a periad of 120 days. (3) If fhis permit expirea, a new permd may be acquired for a fee of one-half the amount normally requireq provided no changes have been or will be matle in the original plans and speuficatlons and any suspension or abandonment has not exceeded one (1) yeac If changes are made or if suspension or abandonment exceetls one (1) year, lull fees shall be paitl for a new permit. (4) No work of any manner shall be tlone that will change the natural flow of water causing a drainage problem. (5) ConUactor shall notiy the Building Inspeclor iwenry-four (24) hours in advance For all mspections and shall receive written approval on inspection card bePore proceediing with successive phases of the job. (e) The issuance ot a pertnil or the approval of tlrawinqs and specifcations shall not be wnstruetl to be a permit for, nor an appmval of, any violation oFthe provisions of the builtling cades or any other ordinance, law, rule or regulation. _Y~_.1 Cliief Building In ector THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION DEPARTMENT OF PLANNING AND DEVELOPMENT - BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Application Number : Date : Property Owner Property Address . Contractor License Na . Company LU MANCINELLI 4591 TELLER STREET 17174 BELL PLUMBING & HEATING OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback tlistances proposed by this permrt application are accura[e. and do not violate applicable ordinances. rules or regulations of the Gty of Wheat Ritlge or coveqants, easements or resMctions of recortl: that all measurements shown, and allegahans made are accurate: that I have read and agree to abide by all conditions printed on this application, and that I assume full responsibtlity for compliance wrth Me Wheat Ridge Building Code (U.B.C.) and all Qffier applicable Wheat Ridge ortlinances. for work untler this permrt. (OWNER)(CONTRACTOR) SIGNED DATE Phone: 303/425-9461 Phone : 3n3/757- ConsWCtion Value : 434 nn Permit Fee : 22-•00 Use Tax : (0. 5/ Total : cc 6 • S / Descriptian: WATER HEATER REPLACEMENT 40 GALLON 40 BUILDING DEPARTMENT USE ONLY Z31~Ing~C`bmments: ~ Approvah : Zoning : Bail7i~ng:;CSmments: Approvai : PUCilLd:Wbrks Comments: Approval ~y Occupancy : Walls. Roof : Stories : Residential Units : Electrical License No : Plumbing License No : 17174 Mechanical License No : Company : Company : Company Expiration Date : Aooroval : Expiration Date : Aooroval - Expiretion Date : Approval : Plans Required J a~P~tAB;R@b~ (1) This permit was issvetl in accortlance wnh the pmvisions set fortn ~n yopur apphcanon and is suhlect ro the laws of Ihe Stale of Colo2tlo and ta the Zoning Regula6ons and 8ultling CoOe of VJheat Riage. Coioraao or any otner appiicable ortlinances af the Ciry. (2) This permR shall existre it (A) the work amhonzetl is not commenced wnhm sixry (60) days from issue aale or (B) Ne huiltling auNOnzed is suspentled or a0andoneE far a peemC of 120 Eays. (3) If Nis permR explms. a new permrt may oe acqwrea for a fee of cne-half tne amount normaily reQUired, prod0e0 no Uanges have been or wiil be made in the onginal plans and specificatlons and any suspension or aoanCOnmem nas not ezceetletl one (1) year. If changes are matle or if suspension or abanCOnment 2xC2e03 one (1) year. full fees 511a11 be paitl lor a new pertnii. (4) No vroB of any mamer shall be tlone tnat will cnange me nawra, Aow of water wusing a Craina9e problem. (5) Contrector shall noNy tne BuilEing inspeaor nvenrv-four (24) nours in aavance for a11 inspections and sM1all receive wntten approval on inspection carA before prOCEEGiing witn SuWessrve phase5 of Ine )ob. (8) The issUance of a Delmrt or ihe appmval af tlfawinos and 5petif::aron5 Shall not be con5trueA to be a permit (of. nor an approval Of, any vi0latlon of ttlE provision5 of the bmlEing coaes or any other ortlmance. law. me or reguiai_n Building fraspector For Mayor THIS PERlVIIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION W.O. #179z83 Building Permit Number CTfY OF WHEAT RIDGE 11/3/2005 7500 West 29TH Avenue ' tvt,eaaidge, Co e0033 - " Inspection Line 303-235-2855 ~303-234-5933 Residential Addition PROPERTY 4591 Teller St UIIIt: owNEx: Steve M. Mancinelli (303) 425-9461 Description Renovarion of kitchen. 104 sq fr added to existing porch Units: Ouupancy: Walls: Roof: Stories: Sq Feet: I hereDy euHfy that We u1bsN dbbvm propaed by t6b permit app0ratlon ue attunh, md do not vblah 2OPUcabk orUlosoen, rula or rtquatbm offhe City o( W6ut ltldee or eoveouob, eaommta, or rceoiHlooe of fecortl; Wat all mesememmb sEOMn, sed .Oegatlom wde ve aauntr, tka[ I M1ave rad and opee a~Ylde by all contlilbm piohd on ihY appllcatbM antl Nvt I ouome fa odbWty for mmpWott wi[h the Wheat Ridge Buildlne Code (I..B.C.) ~ed J other applleobk Whevt Aidge orAivaoeµ for worY unda Nle~ ~1 10 • 1 Thle permlt wn bwed In aaortlanee wltM1 t6e proviebnv sN torth io yoer sppliwtloo aed 4 iWjat to the lawa of tbe Stah of CebnAO ud ro Na Tnofop RiyWatlav aod BuWin` Cade of Whot Rideq Colando or aoy ather appllesbk ordloanm af tM City. 3 Every pttWt luued ~WII berome NvJid wlw W<xrork on Ne Afe mtM1Orized by sueh pttmlt iv rommeottd withl. 180 daV aRer W 4woa, or Ntbe werlc wutMr1aM on We Yh Uy mN permit ie euspwdM or abaodoeM 4r o periad of 180 days .fls Ne time ofwork 6 mmmenttd. 3 If tp4 pumit explns, a oew perrolt msy be .cqWred for . (ee ofano-htlf Ne smomt norm Wy requtretl, prvvided oo <EOnen have bcee w w10 be mtde 1e roe odglotl pkm avd peeNeafbm mtl aoy mtpeotWn or sbaodoommt hn not uneded om (1) yeaa If amen an maae or ibmpwa4n w WanEOmmt esexeft uvs (1) ynr, fuU &a aAotl be paGl (or . eex pmoic 6 No wmY otmy mamenhJl be Eone tha[ wW ehmee the namN Oow of wocer nwlog a dralnaee prvAlw. 5 CootraeWr Nis notity Ne HuiWine Inryee[or twenty'four (24) houn io aavaoee for aO IoryeRlow aod YuY rettlve wAnen approval ov bpatlen eud before proceedlog wIM aeadve phues ofNelob. 6 The isumce of a permi[ or the vppmvtl of drawlnW md apec10utlom eha0 mt be muntrveA W b<a permtl for, oor an approval of, aey Wohfbe ofNe pmv4bnns ofMe bnlWJppuoO or any ordinaott, k or rKU4tbn. CWefBW tor ',dW' SIQYED DATE Thursday, November 03, 2005 Page 1 of 1 PROPERTY 4591 ' Teller St Unit: oWNER: Steve M. Mancinelli (303) 425-9461 Descriptlon Rentivauou of kitchen. 104 sq ft added to existing porch puthoMZedBy guildingApproval Zoning Authorized On ~ ~ . 11/1/2005 Approved By CR ~ ~ ~ . . pk w/ notes. . ~ AuthorizedBy..ZoningApproval . 2oning R-2 ~ . AuthorizedAn~ 11/1/2005 Approved By JI-I . . . . Ok to build in line w/ existing . . ~ ~ ~ setback'encroachments, cannot result ' . . . ' . . . ~ . in~. the creafion of an additional . . ~ ~ ~ . ~ dwelling unit ~ . . ' Thursday, November 03, 2005 Page I of 1 COMMUNITY DEVELOPMENT DEPARTMENT Building Permit Number: oF w"EqT BUILDING INSPECTION LINE - 303-234-5933 Date: w Po, CITY OP WHEAT RIDGE ° 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80033 - (303-235-2855) ~0(ORPO~ APPI.ICATIQ1VProperty Owner: 'S~-p yQ. /7J N Ca N¢ . Property Address: '5t^'j ql Tr'Lr~ ~Q ST Phone: 3 U3- z/.;l~-~46J Contractor License No.: Company: Phone: OWNER/CONTRAC70R SIGNA7URE OF UNDERSTANDING AND AGREEMENT I Buildina Dept Valuation Figure: I hereby certify that the setback distances proposed by this permit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; thatall measurements shown, and allegations made ars accurate; that I have read and agree to abide by all conditions pnnted on this application and that I assume full responsibility for compliancewiththeWheatRidgeBuil' gCode(I.B.C)andallolherapplicableWheat Ridge Ordinances, for work under thi ermit. Plans subject to feld inspection. (OWNER)(CONTRACTOR):SIGNEn,~ /Lf• /`4~~4"TE Za_3t-c use of Space (description):Df7 ~I 1~ 1 I~t f6 f?~ Description of work: ?~~~lov~(~ a~l eF ' Sq.Ft.added!n~A~ e4 ~r - dVPtV -rv C/i~~~~N64 Value:$ PermitFee:$ -7-7 f, 3o Plan Review Fee:$ 50 l. 35 seTax: Qto.~ Total:$ Z u 8 fO v-&'O BUII.DING DEPARTMENT USE ONLY I~ SIC: Sq.Ft.: COMMENTS: Y~c6GL rl2cvarac4 Approval: J~ (1•(•0$' ak te yvi/d rl, (,kG wl Cxojbn' 16 ZOnin(J: A'L caa,,,,+ r" u rt iN ~'{'1t L✓fdl1~~ Of' JN da~dl fiOlq~~ ✓I►~'~' ~ '~I Li COMMENTS: ~ Iy T Approval: /I-`+Og~, VORKS COMMENTS: Approval: DEPARTMENT COMMENiS: Electrical License No: Company: Roof: Stories: Plumbing License No: Company: ` ~JO Residential Units: Mechanical License No: Company: Expiration Date: Expiration Date: Expiration Date: ApprovaP Approval: Approval: _ (1) This permit was issued in accordance with the provisions set forth in your application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applirable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sixty (90) days from issue date or (B) the building authorized is suspended or abandoned for a period of 180 days. (3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and specifcations and any suspension or abandonment has not exceeded one (1) year. If changes have been or if suspension orabandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done that will change the natural Flow of water causing a drainage problem. (5) ConVactor shall notify the Building Inspector twenty-four (24) hours in advance for all inspedions and shall receive written approval on inspedion card before proceeding with successive phases of the job. (6) The issuance of a permit or the approval bf drawings and specificatlons shall not be consVUed to be a permit for, nor an approval ot, anyviolatio f the provisions of the building codes or any other ordinance, law, rule or re9ulatlon. All plan review is s c4to fl pections. Glai f uilding Official O . , _ ~ . . ~ ~ ~ • ~ ' . V, . ~ ~ ~ ~ ~ ~ . 4~p , A o xt , ~ ~ Oi o ~ ~i:, ~ _ - Q Q • ~ . ~ 4~ ~ ~ r ~3 0~4~ ~ ~ sm ~~C,, vnp ~ DL~ ~ ~ ~ L~ ~ ~ ~ A - •d, ~ G ~ 3 - ~ F WHEAT o q o c~ m ~~IORP~O 4991 TELLER TO: STEVE MANCINELLI FROM: CHADLEY ROOT, CHIEF BUILDING OFFICIAL SUBJECT: KITCHEN ADDITION DATE: 11/1/2005 Hexe is a list of seveial items that shall be addtessed on your building pemut when it is issued by the City of Wheat Ridge: ✓ Need engineexing on the slab fox the new kitchen. ✓ Need R- 21 in walls and R-38 in Ceiling along with a 2' foam boazd alongthe extexior of the slab to 24" below gtade. ✓ All walls that aze to be xemoved shall not be load barring walls and if they are shall be engineexed out fot load placement. ✓ All new electrical shall be brought to code per 2002 NEC. ✓ All wood that comes in contact with conciete shall be pxessure teeated. ✓ New extexior walls shall be 2X6 conshucrion with 24" O.C. In oidex to support the R-21 batt insularion. ✓ The small gazage man doox shall be a 20 min rated fixe dooz. If you have any futthex questions on this issue please feel to give the Building Depaxhnent a call at 303-235-2853. -1