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Home My WebLink AboutCorrespondenceDave Argo 01/11 c. w/A01444) From: Dave Argo Sent: Friday, July 26, 2019 10:00 AM To: 'adamsahnow@grriail.com' Subject: Permit #BLRE-07-19-5833 Attachments: GarCo Bldg Reqts-2016.pdf Adam: We have reviewed plans for your proposed ADU to be located at 2080 County Road 102 in Carbondale, but we find these plans to be incomplete and cannot finalize our review until the following items have been addressed and submitted to our office: 1. Foundation Plan — Basic building requirements have not been referenced on these plans including snow Toads, wind speed, and frost depth requirements. A blanket statement that foundation design meets the 2018 does not suffice. The Engineer needs to verify compliance with all pertinent Garfield County building requirements as shown on the attachment, and this can easily be done with an email sent directly to me from the Engineer. 2. Main Level Floor Framing Plan — Please submit a framing plan for our review including floor joist sizing/specs along with any intermediate support beams, hardware, etc. This floor framing plan needs to match up with foundation design. 3. Roof Framing Plan & Truss Design — Provide roof plan layout & truss shop drawings indicating proper snow load requirements. 4. Crawl Space — Is it your intention for the crawl space to be vented or will it be a conditioned crawl space? There is conflicting information shown on submitted plans. Please provide our office with (2) copies of each of these items so that we can finalize our plan review and issue a permit. Thank you for your prompt attention in responding to these items. Dave Argo Plans Examiner C,,. Garfield County Community Development Department 108 8th Street, Suite 401 Glenwood Springs, CO 81601 Tel: 970-945-8212 Ext. 1610 Email: dargo@garfield-county.com Web: garfield-county.com 1 Dave Argo From: Dave Argo Sent: Monday, August 19, 2019 2:49 PM To: 'adamsahnow@yahoo.com' Subject: FW: Permit #BLRE-07-19-5833 Attachments: GarCo Bldg Reqts-2016.pdf Adam: I apologize for the mix-up on your email address ... please let me know if you have any questions about any of these items. Dave Argo Plans Examiner :. Garfield County Community Development Department 108 8th Street, Suite 401 Glenwood Springs, CO 81601 Tel: 970-945-8212 Ext. 1610 Email: dargo@garfield-county.com Web: garfield-county.com From: Dave Argo Sent: Friday, July 26, 2019 10:00 AM To: 'adamsahnow@gmail.com' <adamsahnow@gmail.com> Subject: Permit #BLRE-07-19-5833 Adam: We have reviewed plans for your proposed ADU to be located at 2080 County Road 102 in Carbondale, but we find these plans to be incomplete and cannot finalize our review until the following items have been addressed and submitted to our office: 1. Foundation Plan — Basic building requirements have not been referenced on these plans including snow Toads, wind speed, and frost depth requirements. A blanket statement that foundation design meets the 2018 does not suffice. The Engineer needs to verify compliance with all pertinent Garfield County building requirements as shown on the attachment, and this can easily be done with an email sent directly to me from the Engineer. 2. Main Level Floor Framing Plan — Please submit a framing plan for our review including floor joist sizing/specs along with any intermediate support beams, hardware, etc. This floor framing plan needs to match up with foundation design. 3. Roof Framing Plan & Truss Design — Provide roof plan layout & truss shop drawings indicating proper snow load requirements. 4. Crawl Space — Is it your intention for the crawl space to be vented or will it be a conditioned crawl space? There is conflicting information shown on submitted plans. Please provide our office with (2) copies of each of these items so that we can finalize our plan review and issue a permit. Thank you for your prompt attention in responding to these items. Dave Argo From: Dave Argo Sent: Wednesday, August 21, 2019 10:56 AM To: 'adam sahnow' Subject: RE: [External] Re: Permit #BLRE-07-19-5833 Adam: I'm OK with redlining 36" min. frost depth on the approved plans. However, the roof truss info you sent over earlier do not meet our minimum roof snow load requirements. Since your building site is located over 7,000 feet elevation the minimum snow load reqts. = 50 PSF and the truss drawings show design = 30 PSF. In addition, we require either a truss layout plan (by truss mfr.) or a roof framing plan (as prepared by your Engineer). Once you provide us with updated truss shop drawings and layout plans we should be able to approve your building permit in short order. Dave Argo Plans Examiner eGarfield Courtly I Community Development Department 108 8th Street, Suite 401 Glenwood Springs, CO 81601 Tel: 970-945-8212 Ext. 1610 Email: dargo@garfield-county.com Web: garfield-county.com From: adam sahnow [mailto:adamsahnow@yahoo.com] Sent: Tuesday, August 20, 2019 2:42 PM To: Dave Argo <dargo@garfield-county.com> Subject: [External] Re: Permit #BLRE-07-19-5833 Dave, Sent an email to Greenline, in the meantime I thought I'd forward floor and truss design. Can we just redline the bottom of footing dimension on the foundation plan in the permit set and call it a day? Thanks! Adam Sent from Yahoo Mail for iPad On Monday, August 19, 2019, 2:48 PM, Dave Argo <dargo u,garlield-county.com> wrote: Adam: I apologize for the mix-up on your email address ... please let me know if you have any questions about any of these items. 1 ,rax, 1814594 russ MO1 MSS ype GABLE P 2 • ly 1 .lob Reference {optional) Pro Build Componarlls 816, dalares, co 01323, tarry bush -3-0-0 8-1-3 3-0-0 1 8-1-3 12x18 MT18HS= F81!1 8240 aMay 1$2V1a YAT:8.4U9 19 1)1y7yAi8K�rq as, trip• wep JW1714:U45404u 7 r 1 ID:HsNYPT7BjNIR2OjC8Hki OS2Cw-8expmxfhzesr5ui?rfYIQ91Ca_bfuN2WsHcSf Op 15-10-13 8x12 = 3x6 3x6 11 3 23-8-8 211-0 27-0-0 7.9-11 7-9-11 0-3-8 3-0-0 12x18 MT18HS= 3x6 I I 3x6 I I 35 2.00 12 3x6 II 7x12 MT20HS 11 3x6 11 $ 10 5x10 MT20HS= 3310#/-318# 9 12x18 MT18HS= 50 psf ►'tita'''�c�,I 81-3 8.1.3 16-10-13 7-9-11 Rate OfI8ets(X Vj- f ► 5 8,0 a1, 13:0•li•0,0 6.01 j5:0 6 0,0.2.121, [7:0.8.410-4.01,122-D-142,0-0.1] LOADING (psf) TCLL (roof) Snow (Pt) TCDL BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x8 DF 1950F 1.7E BOT CHORD 2x6 HF/SPF 1650F 1.5E WEBS 2x4 SPF 2100F 1.8E 'Except* W1,W5: 2x6 HF/SPF 1650F 1.5E W3: 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 Rows at 1/3 pts 4-7 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1 00 Rep Stress Incr YES Code IRC2018/TPI2014 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Instatlatioq-gutde. REACTIONS. 10 = 7 = Max Horz 10 = Max Uplift 10 = 7 = Max Gray 10 = 7 = (Ib/size) 3248/0-5-8 3223/0-5-8 200(LC 13) -318(LC 12) -294(LC 16) 3310(LC 23) 3582(LC 23) FORCES. (Ib) - First Load Case Only TOP CHORD 2-10 = -3183 1-2 = 108 2-3 = -7071 3-4 = -7048 4-5 = -496 5-6 = -105 5-7 = -1508 BOT CHORD 9-10 = 381 8-9 = 6860 7-8 = 6939 WEBS 2-9 = 6465 CSI. TC 0.53 BC 0.92 WB 0.99 Matrix -S 8 4x4 2.00 12 DEFL. in Vert(LL) -0.25 Vert(CT) -0.82 Horz(CT) 0.12 WEBS 3-9 = -1406 3-8 = 70 4-8 = 120 4-7 = -6464 Standard 23.8.8 7.9.11 7x12 MT20HS= (loc) 8-9 8-9 7 1/deft >999 >346 n/a Lid 240 240 n/a LOAD CASE(S) NOTES - 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.00 Plate DOL=1.00); Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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 12.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Bearing at joint(s) 10, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 Ib uplift at joint 10 and 294 Ib uplift at joint 7. 12) 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. 3582#/-294# 2:1.0.0 0.3'•8 Scale = 1:50.5 6 Ln N PLATES GRIP MT20 185/144 MT20HS 139/108 MT18HS 185/144 Weight: 175 Ib FT = 20% 0 W 4 N 0 1814594 I russ M02 I russ Type Monopitch Qty 13 Ply Job Reference (optional) Pro Bull¢ Components 816, dotores, m 81323, lorry bush -3.0.0 8-1-3 3.4.0 8-1-3 12x18 MT18HS= 2 8x12 3 Run: 6.240 s May 13 2019 Print: 8,2405 Msy 132019 A9Tek Indusbies, Inc. wed Jun 514:04:27 2019 Pwe 1 ID:HsNYPT?f3JNK2ojC8HkiKQSzewlp-coV6x5tWSHm1SETyZYAnCdiCy_3gULdCkW19e5> ao 15-10-13 23.8.8 2-0 27-0.0 7-9-11 7411 0.3.6 3.0.0 11 12x18 MT18HS,--- 4 T18HS= 4 2.00 12 7x12 MT2OHS 11 5 Scale = 1:50.5 10 5x10 MT2OHS= 3310#/-318# 9 12x18 MT18HS= 8-1-3 18.10.13 8-1-3 7-9-11 Plate Offsets (]{,Y)- 12:0.4.9,0.6 0),[3:0 6.0.0 6 01,15:0.6.0,0.2.12],[7:0-8-4,0-4.01 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL 0.0 • BCDL 100 LUMBER - TOP CHORD 2x8 DF 1950F 1.7E BOT CHORD 2x6 HF/SPF 1650F 1 5E WEBS 2x4 SPF 2100F 1.8E `Except* W1,W5: 2x6 HF/SPF 1650F 1.5E W3: 2x4 SPF Stud BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 Rows at 1/3 pts 4-7 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC2018/TPI2014 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) 10 = 3248/0-5-8 7 = 3223/0-5-8 Max Horz 10 = 200(LC 13) Max Uplift 10 =-318(LC 12) 7 =-294(LC 16) Max Gray 10 = 3310(LC 23) 7 = 3582(LC 23) FORCES. (Ib) - First Load Case Only TOP CHORD 2-10 = -3183 2-3 = -7071 4-5 = -496 5-7 = -1508 BOT CHORD 9-10 = 381 7-8 = 6939 WEBS 2-9 = 6465 1-2 = 108 3-4 = -7048 5-6 = -105 8-9 = 6860 CSI, TC 0.53 BC 0.92 WB 0.99 Matrix -S 8 4x4 2.00 12 7x12 MT20HS= 3582#/-294# 23-8-8 79.11 03-8 DEFL. in (loc) 1/defl Vert(LL) -0.25 8-9 >999 Vert(CT) -0.82 8-9 >346 Horz(CT) 0.12 7 n/a WEBS 3-9 = -1406 3-8 = 70 4-8 = 120 4-7 = -6464 Standard L/d 240 240 n/a LOAD CASE(S) NOTES - 1) Wind: ASCE 7-16; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2E)-3-0-10 to 0-2-12, Interior(1) 0-2-12 to 26-11-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pr=20 0 psf (roof LL: Lum DOL=1.00 Plate DOL=1 00); Pf=30.0 psf (Lum DOL=1 15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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 12.0 psf or 2 00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 10, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 Ib uplift at joint 10 and 294 Ib uplift at joint 7. 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. N PLATES GRIP MT20 185/144 MT2OHS 139/108 MT18HS 185/144 Weight: 164 Ib FT = 20% 0 Job 1814594 1 russ M03 Iruss type Monopitch 10 Ply Job Reference (optional) Pro 8164 Conrponanla 816, 6okdre% co 81329, tarryhush -3-0-0 8-0-0 3-0-0 8-0-0 flun: 8.240 s May 13 2019 Print: 8.240 s May 13 2019 1.6Tak tnclustrlas, Ins. Wert Jun 514104:23 2019 _Pa 1 ID:HsNYP jNK2Cr..BHkitCOSncrvlp-ogV6x5xHSHm)SETaYAnCdiAl_NCUN2CkW19e5z910a 15-8-8 1611.0 27-0-0 7-8-8 0.3.8 11-0-0 2.0012 6 Scale =1:50.5 10 5 BOT itSII 8-0-0 2.00 12 8-0-0 Plate Offsets (X,Y)-- E2:a-3-1 (10:0-2-10,Edac) LOADING (psf) TCLL (roof) Snow (Pf) 1 r TCDL BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr. YES Code IRC2018/TP12014 LUMBER - TOP CHORD 2x8 DF 1950F 1.7E BOT CHORD 2x4 HF/SPF 1650F 1.5E WEBS 2x4 SPF Stud *Except* W4: 2x6 HF/SPF 1650F 1.5E W2: 2x4 HF/SPF 1650F 1.5E BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 Rows at 1/3 pts 3-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10 = 2330/0-5-8 8 = 2601/0-5-8 6 = 1381/0-5-8 Max Horz 10 = 202(LC 13) Max Uplift 10 =-233(LC 12) 8 =-288(LC 16) 6 =-187(LC 16) Max Gray 10 = 2330(LC 1) 8 = 2795(LC 23) 6 = 1613(LC 23) FORCES. (Ib) - First Load Case Only TOP CHORD 2-10 = -2265 2-3 = -3144 5-6 = -140 5-8 = -1785 BOT CHORD 9-10 = 117 1-2 = 105 3-5 = -223 6-7 = -105 CSI. TC 0.67 BC 0.64 WB 0.89 Matrix -S BOT CHORD 8-9 = 3010 WEBS 2-9 = 2862 3-8 = -2844 2795#/-288# 15-88 24-0-0 1-8-8 0-3-8 8-0-0 DEFL. in Vert(LL) -0.09 Vert(CT) -0.29 Horz(CT) 0.04 3-9 = -562 (loc) 9-10 9-10 8 NOTES - 1) Wind: ASCE 7-16; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2E)-3-0-10 to 0-1-12, Interior(1) 0-1-12 to 26-11-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.00 Plate DOL=1.00); Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; 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 12.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 10, 8 considers parallel to grain value using ANSI/ -PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 Ib uplift at joint 10, 288 Ib uplift at joint 8 and 187 Ib uplift at joint 6. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 1/deft >999 >646 n/a Lid 240 240 n/a 1613#/-187# m co r. PLATES GRIP MT20 185/144 MT20HS 139/108 Weight: 128 Ib FT = 20% 11) 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. LOAD CASE(S) Standard Site Elevation 7,155