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B21-0092 - 27861 CAMINO SANTO DOMINGOEXPIRE D 0 1/ 2 0/ 2 2 NO FINA L I N S P E C TI O N CALLED F O R BUILDING DEPARTMENT PERMIT APPLICATION - 32400 Paseo Adelanto San Juan Capistrano, CA 92675 949-493-1171 JOB VALUATION DESCRIPTION OF WORK $ Name Address City/State/Zip Name Address City/State/Zip Phone Phone ( ) ARCHITECT / ENGINEER / DESIGNER CONTRACTOR Name Address City/State/Zip ( )) State License # Phone ( QTY QTY QTY QTY Light Fixtures/Fans FAU < 100k BTU's Fixtures/Hose Bibs New/Setup Outlets/Switches FAU > 100k BTU's Water Heater Carport Meters/Main Panel AC/Comp BTU= Water Piping Sub Panels Gas Systems Awning Signs Exhaust Fans Building Sewer Temp Power Motors > than 1 HP Motors < than 1 HP Duct/Register/Grill Pool/Spa Pool/Spa Extend Plumbing SIGNATURE DATE Porch ISSUANCE () ELECTRICAL PLUMBING Phone MECHANICAL Name City/State/Zip ISSUANCEISSUANCE Fireplace ISSUANCE Fire Sprinkler Heads Miscellaneous () PROPERTY OWNER Address Appliance Vent MICROFILE INT. ALT. SF ADDITION SF POOL/SPA SF MOBILE HOME JOB ADDRESS APPLICANT NAME CONTACT PHONE # EMAIL ADDRESS Extend Electrical Cabana OCCUPANCY TYPE PATIO SF PERMIT NUMBER HOA REQUIREDTARGET DATE YES NO TENANT Pool/Spa Mechnical Hood Miscellaneous Grease Interceptor Earthquake Bracing Electrical Wiring Gas Piping Sewage Disposal Water Piping State License # B21 0092 Letter of Transmittal 3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868 phone 714.568.1010 fax 714.568.1028 www.csgengr.com ORA – BPR - 160801 To: City of San Juan Capistrano Date: 3/19/2021 32400 Paseo Adelanto CSG #: 410628 San Juan Capistrano, CA 92675 Agency Plan Check #: B21-0092 Attn: Building Department Job Address: 27861 Camino Santo Domingo Status: Hours: X Plan is approved. 1st plan check 2.0 HR Plan is approved with conditions. See remarks. 2nd plan check 2 HR Plan is approved with redlines. See remarks. 3rd plan check 0.5HR Plan is approved with redlines and conditions. See remarks. 4th plan check Plan requires corrections. See attached list. Total: Other: We have reviewed the following documents ( Digital review only): X Plans X Energy Calculations X Structural Calculations Specifications Soil Report Special Inspection Form(s) Geotechnical Letter Truss Calculations Special items to note: X Plan has been stamped and signed by CSG Environmental Health Services approval required Special inspection required for Hardship Form included Remarks: Recommend for approval From: Jensen Ku S.E. CSG Consultants 1 Lisa La From:Jesse Mulder <jesseamulder@gmail.com> Sent:Wednesday, March 24, 2021 8:59 AM To:Lisa La Subject:Re: B21-0092 INVOICE [The e‐mail below is from an external source. Please do not open attachments or click links from an unknown or suspicious origin.] Hi Lisa, I’m doing all the minimal amount of demolition myself. Jesse Mulder On Mar 24, 2021, at 8:47 AM, Lisa La <LLa@sanjuancapistrano.org> wrote: Hi Jesse, The exemption only applies if “The home-owner personally performs the renovation - not laborers, friends or family members.” Are you implying that you will have no assistance from anyone and you will be constructing the entire addition of your home by yourself? Lisa La Senior Permit Technician City of San Juan Capistrano 32400 Paseo Adelanto San Juan Capistrano, CA 92675 O: 949‐443‐6349 http://www.sanjuancapistrano.org/Building <image001.jpg> From: Jesse Mulder <jesseamulder@gmail.com> Sent: Tuesday, March 23, 2021 6:32 PM To: Lisa La <LLa@sanjuancapistrano.org> Subject: Re: B21‐0092 INVOICE [The e‐mail below is from an external source. Please do not open attachments or click links from an unknown or suspicious origin.] Hi Lisa, After researching the AQMD, my project is exempted from the provision because it’s an owner occupied remodel. 2 On the pdf document from AQMD page 26 exemptions #9 states “ The provisions of this rule shall not apply to an owner‐occupant of a residential single‐unit dwelling who personally conducts a renovation activity at that dwelling.“ http://www.aqmd.gov/docs/default‐source/rule‐book/reg‐xiv/rule‐1403.pdf?sfvrsn=4 http://www.aqmd.gov/home/rules‐compliance/compliance/asbestos‐demolition‐ removal/owner Jesse Mulder 949‐230‐6387 On Mar 23, 2021, at 2:54 PM, Lisa La <LLa@sanjuancapistrano.org> wrote: You will have to talk to AQMD. Usually you hire someone to provide an asbestos survey and submit that report to AQMD to notify them of the findings of your proposed demo work. Lisa La Senior Permit Technician City of San Juan Capistrano 32400 Paseo Adelanto San Juan Capistrano, CA 92675 O: 949‐443‐6349 http://www.sanjuancapistrano.org/Building <image001.jpg> From: Jesse Mulder <jesseamulder@gmail.com> Sent: Tuesday, March 23, 2021 2:49 PM To: Lisa La <LLa@sanjuancapistrano.org> Subject: Re: B21‐0092 INVOICE [The e‐mail below is from an external source. Please do not open attachments or click links from an unknown or suspicious origin.] Hi Lisa, I’m having a lot of problems trying to get this AQMD registration,no one’s answering the phone. I don’t know what to do as we don’t have asbestos issues with the stucco, window, and fascia board that is going to be removed. Any advice on what I can do? Jesse Mulder 949‐230‐6387 3 On Mar 23, 2021, at 2:25 PM, Lisa La <LLa@sanjuancapistrano.org> wrote: Received. Thank you. Lisa La Senior Permit Technician City of San Juan Capistrano 32400 Paseo Adelanto San Juan Capistrano, CA 92675 O: 949‐443‐6349 http://www.sanjuancapistrano.org/Building <image001.jpg> From: Jesse Mulder <jesseamulder@gmail.com> Sent: Tuesday, March 23, 2021 2:13 PM To: Lisa La <LLa@sanjuancapistrano.org> Subject: Re: B21‐0092 INVOICE [The e‐mail below is from an external source. Please do not open attachments or click links from an unknown or suspicious origin.] <image002.jpg> Jesse Mulder On Mar 23, 2021, at 1:03 PM, Lisa La <LLa@sanjuancapistrano.org> wrote: Thank you. Please provide a copy of your drivers license. Lisa La Senior Permit Technician City of San Juan Capistrano 32400 Paseo Adelanto San Juan Capistrano, CA 92675 O: 949‐443‐6349 http://www.sanjuancapistrano. org/Building 4 <image001.jpg> From: Jesse Mulder <jesseamulder@gmail.c om> Sent: Tuesday, March 23, 2021 12:58 PM To: Lisa La <LLa@sanjuancapistran o.org> Subject: Re: B21‐0092 INVOICE [The e‐mail below is from an external source. Please do not open attachments or click links from an unknown or suspicious origin.] We already did the C&D plan online. I’m working on the AQMD notification. <image002.jpg> <image003.jpg> Jesse Mulder On Mar 23, 2021, at 9:57 AM, Lisa La <LLa@sanjuanc apistrano.org> wrote: Hi, B21-0092 has been Core Structure,Inc.,23172 Plaza Pointe Dr.,Suite 145,Laguna Hills,CA 92653 949-954-7244 Structural Calculations Mulder Family Addition 27861 Camino Santo Domingo San Juan Capistrano, CA 92675 Project No.: 20234 October 15, 2020 Amir Deihimi, Principal Page 1 of 19 CSG 3/19/21B21-0092 October 15, 2020 Project: 20234 Location: 27861 Camino Santo Domingo, San Juan Capistrano Client: N/A Core Structure,Inc,23172 Plaza Pointe Dr.,Suite 145,Laguna Hills,CA 92653 949-954-7244 TABLE OF CONTENTS Design Criteria 3-6 Lateral Design 7-15 Framing Design 16-18 Foundation Design 19 Page 2 of 19 BUILDING INFORMATION A.General: Number of stories 1 Building risk category II Design Code 2019 CBC Load standard ASCE 7-16 Design Load Combination ASD B.Lateral Loads Data: WIND STANDARD ASCE 7-16(Directional Procedure) Exposure C Wind Speed V 95 Enclosure Enclosed Building Velocity pressure qz 0.00256KzKztKdKeV2 (26.10-1) Velocity pressure exposure coefficient Kz from (Table 26.10-1) Directionality Factor Kd 0.85 (Table 26.6-1) Topographic factor defined Kzt 1 (26.8.2) Gust Effect Factor G 0.85 (26.11) Pressures for MWFRS p qGCp – qi(GCpi)(27.3-1) External pressure coefficient Cp from (Fig. 27.3-1) Internal pressure coefficient (GCpi)0.18 (Table 26.13-1)} SEISMIC STANDARD ASCE 7-16(Equivalent Lateral Force Procedure) Seismic Design Category D (Table 11.6-1) Importance factor Ie 1 (Table 1.5-2) Soil Site Class D-Default (Table 20-3-1) Response Spectral Acc. (0.2 sec) Ss 1.15 Response Spectral Acc. (1.0 sec) S1 0.414 TL (sec)12 Fa 1.2 (Table 11.4-1) Fv 1.886 (Table 11.4-2) Max. Considered earthquake acc. SMS 1.38 (11.4-1) Max. Considered earthquake acc. SM1 0.780804 (11.4-2) Design spectral acc. At short period SDS 0.92 (11.4-3) Design spectral acc. at 1s period SD1 0.521 (11.4-4) Response modification coefficient R 6.5 (Table 12.2-1) System overstrength coefficient Ω2.5 (Table 12.2-1) Approximate fundamental period parameters Ct = 0.02 x = 0.75 (Table 12.8-2) Building Height (ft)16 Building period T=Ta (sec)0.16 (12.8-7) Base Shear Adjustment Factor 1 Minimum Cs 0.04 (12.8.5 & 12.8-6) Maximum Cs 0.5 (12.8-3 & 12.8-4) Seismic response coefficient Cs 0.14 (12.8-2) Adjusted Cs 0.14 For allowable stress design V = 0.7CsW 0.0991W v14.20.05 : : : : Company Core Structure,Inc. Project Mulder Family Addition Job No.20234 Plan : : : : Designed P.T. Checked D.H. Date 10/15/2020 Client N/A TIC Wood Structure Design 2020 Page 3 of 19 Roof Loads (Load_Roof) Asphalt shingles 3 psf Framing 3.5 psf Sheathing (1/2" CDX)1.5 psf Ceiling 3 psf Insulation 2 psf Misc.2 psf Total Dead Load 15 psf Total Live Load 20 psf Total Load 35 psf Interior Wall (Wall_In) Insulation 1 psf Drywall 5 psf Studs 1 psf Misc.3 psf Total Dead Load 10 psf Exterior Wall (Wall_Ex) 7/8" Stucco 10 psf Insulation 1 psf Drywall 2.5 psf Studs 1 psf Misc.2.5 psf Total Dead Load 17 psf DESIGN LOADS v14.20.05 : : : : Company Core Structure,Inc. Project Mulder Family Addition Job No.20234 Plan : : : : Designed P.T. Checked D.H. Date 10/15/2020 Client N/A TIC Wood Structure Design 2020 Page 4 of 19 27861 Camino Santa Domingo, San Juan Capistrano, CA 92675 Page 5 of 19 Page 6 of 19 Page 7 of 19 SECTION D1 – DIRECTION X Building Dimension (ft):B = 70 L = 50.25 Mean Height = 16 Base Height = 0.7 Section Dimension (ft):Width = 19 Depth = 24 Wind Height = 16 Base Height = 1.9 Plate Height:ROOF = 9' WIND LOAD: L/B =50.25/70=0.72, Windward Wall Cpw = 0.8, Leeward Wall Cpl = -0.5, qh = 17.03 PSF Wall(LW) P = GCplqh = 7.24 PLF WIND HEIGHT (FT):15 20 25 30 40 50 qz=0.00256KzKztKdV2 16.69 17.67 18.46 19.25 20.42 21.41 Wall(WW) P = GCpwqz 11.35 12.02 12.55 13.09 13.89 14.56 Wall P = GCpwqz+GCplqh 18.59 19.25 19.79 20.32 21.12 21.79 ROOF ELEMENT WDir+WDir-OWDir+OWDir- Hip W=20.25', L=29', Slope = 16.26° WW Hip W=20.25', L=29', Slope = 16.26° LW -17.42 82.29 28.31 36.56 82.29 -17.42 36.56 28.31 D1X_ROOF = 87.63 = 0.6 x 146.05 PLF MAX TOTAL = 87.63 PLF SEISMIC LOAD:V = 0.0991W W_ROOF: Load_Roof (DL)= 15 x 590 / 19 = 465.79 Wall_Ex (DL)= 17 x 38 x (9/2) / 19 = 153.00 Wall_In (DL)= 10 x 19 x (9/2) / 19 = 45.00 Cs*W = 0.0991 x (465.79 + 153.00 + 45.00)= 65.78 TOTAL SEISMIC LOAD 65.78 = 65.78 PLF Story Wx (PLF)Hx (ft) Wxxhx /sum(Wixhi) Fx (PLF) Sum(Fi)Sum(Wi)Fpx(PLF) Fpx Min Fpx Max Fpx Design D1X_ROOF 663.79 9 1 65.78 65.78 663.79 65.78 87.24 174.48 87.24 DIAPHRAGM DESIGN: Story Width (ft) Depth (ft) Seismic Wind Diaphragm ChordShear (plf)Chord (lb)Shear (plf)Chord (lb) D1X_ROOF 19 24 34.5 164 34.7 164.8 15/32 Sheathing and Single-Floor Unblocked w/8d COMMON NAILS at 6”, 6”, 12” O.C. (10 ) 16d sinker per top plate splice SECTION D1 – DIRECTION Y Building Dimension (ft):B = 50.25 L = 70 Mean Height = 16 Base Height = 0.7 Section Dimension (ft):Width = 24 Depth = 19 Wind Height = 16 Base Height = 1.9 Plate Height:ROOF = 9' WIND LOAD: L/B =70/50.25=1.39, Windward Wall Cpw = 0.8, Leeward Wall Cpl = -0.42, qh = 17.03 PSF Wall(LW) P = GCplqh = 6.1 PLF WIND HEIGHT (FT):15 20 25 30 40 50 qz=0.00256KzKztKdV2 16.69 17.67 18.46 19.25 20.42 21.41 Wall(WW) P = GCpwqz 11.35 12.02 12.55 13.09 13.89 14.56 Wall P = GCpwqz+GCplqh 17.45 18.12 18.65 19.19 19.99 20.65 ROOF ELEMENT WDir+WDir-OWDir+OWDir- Gable W=29', L=20.25' WW Gable W=29', L=20.25' LW 72.01 77.51 123.85 25.66 77.51 72.01 25.66 123.85 D1Y_ROOF = 135.35 = 0.6 x 225.58 PLF MAX TOTAL = 135.35 PLF SEISMIC LOAD:V = 0.0991W W_ROOF: Load_Roof (DL)= 15 x 590 / 24 = 368.75 Wall_Ex (DL)= 17 x 24 x (9/2) / 24 = 76.50 Wall_In (DL)= 10 x 24 x (9/2) / 24 = 45.00 Cs*W = 0.0991 x (368.75 + 76.50 + 45.00)= 48.58 TOTAL SEISMIC LOAD = 48.58 = 48.58 PLF Story Wx (PLF)Hx (ft) Wxxhx /sum(Wixhi) Fx (PLF) Sum(Fi)Sum(Wi)Fpx(PLF) Fpx Min Fpx Max Fpx Design D1Y_ROOF 490.25 9 1 48.58 48.58 490.25 48.58 64.43 128.87 64.43 DIAPHRAGM DESIGN: Story Width (ft) Depth (ft) Seismic Wind Diaphragm ChordShear (plf)Chord (lb)Shear (plf)Chord (lb) D1Y_ROOF 24 19 40.7 244.2 85.5 512.9 15/32 Sheathing and Single-Floor Unblocked w/8d COMMON NAILS at 6”, 6”, 12” O.C. (10 ) 16d sinker per top plate splice v14.20.05 : : : : Company Core Structure,Inc. Project Mulder Family Addition Job No.20234 Plan : : : : Designed P.T. Checked D.H. Date 10/15/2020 Client N/A TIC Wood Structure Design 2020 Page 8 of 19 SECTION D2 – DIRECTION X Building Dimension (ft):B = 70 L = 50.25 Mean Height = 16 Base Height = 0.7 Section Dimension (ft):Width = 31.5 Depth = 24 Wind Height = 16 Base Height = 0.67 Plate Height:ROOF = 9' WIND LOAD: L/B =50.25/70=0.72, Windward Wall Cpw = 0.8, Leeward Wall Cpl = -0.5, qh = 17.03 PSF Wall(LW) P = GCplqh = 7.24 PLF WIND HEIGHT (FT):15 20 25 30 40 50 qz=0.00256KzKztKdV2 16.69 17.67 18.46 19.25 20.42 21.41 Wall(WW) P = GCpwqz 11.35 12.02 12.55 13.09 13.89 14.56 Wall P = GCpwqz+GCplqh 18.59 19.25 19.79 20.32 21.12 21.79 ROOF ELEMENT WDir+WDir-OWDir+OWDir- Hip W=31.5', L=29', Slope = 16.26° WW Hip W=31.5', L=29', Slope = 16.26° LW -16.35 77.21 26.56 34.31 77.21 -16.35 34.31 26.56 D2X_ROOF = 84.79 = 0.6 x 141.31 PLF MAX TOTAL = 84.79 PLF SEISMIC LOAD:V = 0.0991W W_ROOF: Load_Roof (DL)= 15 x 900 / 31.5 = 428.57 Wall_Ex (DL)= 17 x 62 x (9/2) / 31.5 = 150.57 Wall_In (DL)= 10 x 30 x (9/2) / 31.5 = 42.86 Cs*W = 0.0991 x (428.57 + 150.57 + 42.86)= 61.64 TOTAL SEISMIC LOAD 61.64 = 61.64 PLF Story Wx (PLF)Hx (ft) Wxxhx /sum(Wixhi) Fx (PLF) Sum(Fi)Sum(Wi)Fpx(PLF) Fpx Min Fpx Max Fpx Design D2X_ROOF 622 9 1 61.64 61.64 622 61.64 81.75 163.5 81.75 DIAPHRAGM DESIGN: Story Width (ft) Depth (ft) Seismic Wind Diaphragm ChordShear (plf)Chord (lb)Shear (plf)Chord (lb) D2X_ROOF 31.5 24 53.6 422.5 55.6 438.2 15/32 Sheathing and Single-Floor Unblocked w/8d COMMON NAILS at 6”, 6”, 12” O.C. (10 ) 16d sinker per top plate splice SECTION D2 – DIRECTION Y Building Dimension (ft):B = 50.25 L = 70 Mean Height = 16 Base Height = 0.7 Section Dimension (ft):Width = 24 Depth = 31.5 Wind Height = 16 Base Height = 0.67 Plate Height:ROOF = 9' WIND LOAD: L/B =70/50.25=1.39, Windward Wall Cpw = 0.8, Leeward Wall Cpl = -0.42, qh = 17.03 PSF Wall(LW) P = GCplqh = 6.1 PLF WIND HEIGHT (FT):15 20 25 30 40 50 qz=0.00256KzKztKdV2 16.69 17.67 18.46 19.25 20.42 21.41 Wall(WW) P = GCpwqz 11.35 12.02 12.55 13.09 13.89 14.56 Wall P = GCpwqz+GCplqh 17.45 18.12 18.65 19.19 19.99 20.65 ROOF ELEMENT WDir+WDir-OWDir+OWDir- Gable W=29', L=31.5' LW Gable W=29', L=31.5' WW 77.51 72.01 25.66 123.85 72.01 77.51 123.85 25.66 D2Y_ROOF = 134.9 = 0.6 x 224.84 PLF MAX TOTAL = 134.9 PLF SEISMIC LOAD:V = 0.0991W W_ROOF: Load_Roof (DL)= 15 x 900 / 24 = 562.50 Wall_Ex (DL)= 17 x 24 x (9/2) / 24 = 76.50 Wall_In (DL)= 10 x 24 x (9/2) / 24 = 45.00 Cs*W = 0.0991 x (562.50 + 76.50 + 45.00)= 67.78 TOTAL SEISMIC LOAD = 67.78 = 67.78 PLF Story Wx (PLF)Hx (ft) Wxxhx /sum(Wixhi) Fx (PLF) Sum(Fi)Sum(Wi)Fpx(PLF) Fpx Min Fpx Max Fpx Design D2Y_ROOF 684 9 1 67.78 67.78 684 67.78 89.9 179.79 89.9 DIAPHRAGM DESIGN: Story Width (ft) Depth (ft) Seismic Wind Diaphragm ChordShear (plf)Chord (lb)Shear (plf)Chord (lb) D2Y_ROOF 24 31.5 34.2 205.5 51.4 308.4 15/32 Sheathing and Single-Floor Unblocked w/8d COMMON NAILS at 6”, 6”, 12” O.C. (10 ) 16d sinker per top plate splice v14.20.05 : : : : Company Core Structure,Inc. Project Mulder Family Addition Job No.20234 Plan : : : : Designed P.T. Checked D.H. Date 10/15/2020 Client N/A TIC Wood Structure Design 2020 Page 9 of 19 SHEARWALL AND HARDWARE SCHEDULES (Design Code: 2019 CBC) A. SHEARWALL SCHEDULE Panel Type Sheathing Edge Nail Field Nail Seismic Allowable(plf) Wind Allowable(plf)Sole Plate Nailing Shear Clip Mudsill Anchors Ga (k/in)2x Mudsill 3x Mudsill 1 3/8" Sheathing 8d @ 6 8d @ 12 260 364 16d Nails @ 6 A35 @ 24 5/8 x 10 @ 48 -13 2 3/8" Sheathing 8d @ 4 8d @ 12 380 532 16d Nails @ 4 A35 @ 16 5/8 x 10 @ 42 -19 3 3/8" Sheathing 8d @ 3 8d @ 12 490 686 16d Nails @ 3 A35 @ 8 5/8 x 10 @ 36 -25 4 3/8" Sheathing 8d @ 2 8d @ 12 640 896 16d Nails @ 2 A35 @ 8 5/8 x 10 @ 24 -39 5 15/32" Structural I 10d @ 2 10d @ 12 870 1218 (2) Rows Stagg, 16d Nails @ 3 A35 @ 6 5/8 x 10 @ 18 -51 3D 3/8" Sheathing 8d @ 3 8d @ 12 980 1372 SDS1/4x6 @ 4 (Both Sides)A35 @ 8 -5/8 x 12 @ 22 50 4D 3/8" Sheathing 8d @ 2 8d @ 12 1280 1792 SDS1/4x6 @ 3 (Both Sides)A35 @ 8 -5/8 x 12 @ 16 78 5D 15/32" Structural I 10d @ 2 10d @ 12 1740 2436 SDS1/4x6 @ 2 (Both Sides)A35 @ 6 -5/8 x 12 @ 8 102 B. HOLDOWN SCHEDULE Holdown Min. Post Connectors Anchor Bolt Allowable (lbs)Displacement all da (in)Remarks STHD10 4X4 28-16d N/A 3400 0.146 ST1 STHD14 4X4 38-16d N/A 3815 0.164 ST2 HTT5 4X4 26-16d 5/8"5090 0.135 TD1 HDU8 4X6 20-SDS1/4x2 1/2 7/8"7870 0.113 TD2 HDU11 4X8 30-SDS1/4x2 1/2 1"11175 0.137 TD3 HDU14 4X8 36-SDS1/4x2 1/2 1"14375 0.177 TD4 HD19 6X8 5-THR. BOLTS 1"1 1/4"19360 0.18 TD5 C. HOLDOWN STRAP SCHEDULE Strap Min. Post Connectors Allowable (lbs)Displacement all da (in)Remarks CS16 2X4 22-10d 1705 0.026 A (2)CS16 2-2X4 22-10d 3410 0.026 B (2)CS14 2-2X4 30-10d 4980 0.031 C CMST14 4X4 80-16d 6490 0.052 D (3)CS14 3-2X4 30-10d 7470 0.031 C* CMST12 4X6 104-16d 9200 0.069 E (2)CMST14 4X8 80-16d 12980 0.052 F (2)CMST12 6X8 104-16d 18400 0.069 G D. PLATE SPLICE STRAP SCHEDULE Straps Alt. Nails per top plate splice Allowable Tension Loads RemarksTypeGaFasteners Simpson ST22 16 18-16d 10-16d sinker 1420 A Simpson ST6224 16 28-16d 16-16d sinker 2540 B Simpson ST6236 14 40-16d 22-16d sinker 3845 C Simpson MST37 12 42-16d 24-16d sinker 5080 D Simpson MSTC52 16 62-16d 32-16d sinker 5649 E Simpson MST60 10 68-16d 36-16d sinker 6730 F Simpson CMST12x72"12 74-16d 42-16d sinker 9215 G v14.20.05 : : : : Company Core Structure,Inc. Project Mulder Family Addition Job No.20234 Plan : : : : Designed P.T. Checked D.H. Date 10/15/2020 Client N/A TIC Wood Structure Design 2020 Page 10 of 19 OVERTURNING LOAD COMBINATIONS (Design Code: 2019 CBC) ULIFT DOWN 1. 0.6D - 0.6W 1. D + 0.6W 2. (0.6 - 0.14Sds)D - 0.7ρE 2. D + 0.75(L + Lr + 0.6W) 3. D + 0.75(L + S + 0.6W) 4. (1+0.105Sds)D + 0.75(L + S + 0.7ρE) 5. (1+0.14Sds)D + 0.7ρE v14.20.05 : : : : Company Core Structure,Inc. Project Mulder Family Addition Job No.20234 Plan : : : : Designed P.T. Checked D.H. Date 10/15/2020 Client N/A TIC Wood Structure Design 2020 Page 11 of 19 SW_LINE A 1st Floor Passed Exterior Wall Drection X Location:(0.00, 0.00) Loads SECTION D1X_ROOF: W=832 LB, E=625 LB (19ft) SECTION D2X_ROOF: W=1335 LB, E=971 LB (31.5ft) Wall Self-Weight Seismic = 209 LB Holddown Shearwall Design USE TYPE: 2 Total Length (ft): 24.00 Total panel Length (ft): 8.00 ρ = 1.3 Panel Width (ft)Net Height (ft)H/W Actual (plf)Allowable (plf) Adjusted Allowable (plf)SW Type RemarksWindSeismicWindSeismic A 8.00 9.00 1.13 271 285 380 532 380 2 Overturning Forces Panel Left Forces (lb)Right Forces (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 612 203 0 0 0 2580 2090 612 203 0 0 0 2580 2090 Holdown & Deflection Check Panel Width (ft) Net Height (ft) Left Ratio Right Ratio Panel Deflection (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post ActualAllowable A 8.00 9.00 2429 2947 HTT5/4X4 0.48/0.38 2429 2947 HTT5/4X4 0.48/0.38 1.222 2.160 v14.20.05 : : : : Company Core Structure,Inc. Project Mulder Family Addition Job No.20234 Plan : : : : Designed P.T. Checked D.H. Date 10/15/2020 Client N/A TIC Wood Structure Design 2020 Page 12 of 19 SW_LINE B 1st Floor Passed Exterior Wall Drection X Location:(0.00, 0.00) Loads SECTION D1X_ROOF: W=832 LB, E=625 LB (19ft) Wall Self-Weight Seismic = 203 LB Strap Shearwall Design USE TYPE: 2 Total Length (ft): 24.00 Total panel Length (ft): 4.00 ρ = 1.3 Panel Width (ft)Net Height (ft)H/W Actual (plf)Allowable (plf) Adjusted Allowable (plf)SW Type RemarksWindSeismicWindSeismic A 4.00 9.00 2.25 208 254 380 532 338 2 Overturning Forces Panel Left Forces (lb)Right Forces (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 306 203 0 0 0 2021 1896 306 203 0 0 0 2021 1896 Holdown & Deflection Check Panel Width (ft) Net Height (ft) Left Ratio Right Ratio Panel Deflection (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post ActualAllowable A 4.00 9.00 2320 2694 STHD10/4X4 0.68/0.35 2320 2694 STHD10/4X4 0.68/0.35 2.034 2.160 v14.20.05 : : : : Company Core Structure,Inc. Project Mulder Family Addition Job No.20234 Plan : : : : Designed P.T. Checked D.H. Date 10/15/2020 Client N/A TIC Wood Structure Design 2020 Page 13 of 19 SW_LINE 1 1st Floor Passed Exterior Wall Drection Y Location:(0.00, 0.00) Loads SECTION D1Y_ROOF: W=1624 LB, E=583 LB (24ft) Wall Self-Weight Seismic = 186 LB Strap Shearwall Design USE TYPE: 1 Total Length (ft): 19.00 Total panel Length (ft): 8.00 ρ = 1.3 Panel Width (ft)Net Height (ft)H/W Actual (plf)Allowable (plf) Adjusted Allowable (plf)SW Type RemarksWindSeismicWindSeismic A 8.00 9.00 1.13 203 118 260 364 260 1 Overturning Forces Panel Left Forces (lb)Right Forces (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 612 203 0 0 0 1896 847 612 203 0 0 0 1933 864 Holdown & Deflection Check Panel Width (ft) Net Height (ft) Left Ratio Right Ratio Panel Deflection (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post ActualAllowable A 8.00 9.00 1529 2100 STHD10/4X4 0.45/0.27 1566 2136 HTT5/4X4 0.31/0.28 1.243 2.160 v14.20.05 : : : : Company Core Structure,Inc. Project Mulder Family Addition Job No.20234 Plan : : : : Designed P.T. Checked D.H. Date 10/15/2020 Client N/A TIC Wood Structure Design 2020 Page 14 of 19 SW_LINE 2 1st Floor Passed Exterior Wall Drection Y Location:(0.00, 0.00) Loads SECTION D1Y_ROOF: W=1624 LB, E=583 LB (24ft) Wall Self-Weight Seismic = 142 LB Holddown Shearwall Design USE TYPE: 1 Total Length (ft): 19.00 Total panel Length (ft): 5.00 ρ = 1.3 Panel Width (ft)Net Height (ft)H/W Actual (plf)Allowable (plf) Adjusted Allowable (plf)SW Type RemarksWindSeismicWindSeismic A 5.00 9.00 1.80 325 180 260 364 260 1 Overturning Forces Panel Left Forces (lb)Right Forces (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 383 203 0 0 0 3390 1444 383 203 0 0 0 3390 1444 Holdown & Deflection Check Panel Width (ft) Net Height (ft) Left Ratio Right Ratio Panel Deflection (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post ActualAllowable A 5.00 9.00 3160 3593 HDU8/4X6 0.40/0.30 3160 3593 HDU8/4X6 0.40/0.30 1.786 2.160 v14.20.05 : : : : Company Core Structure,Inc. Project Mulder Family Addition Job No.20234 Plan : : : : Designed P.T. Checked D.H. Date 10/15/2020 Client N/A TIC Wood Structure Design 2020 Page 15 of 19 LOAD COMBINATIONS (Load Standard: ASCE 7-16) id Load case Dead Sds*Dead Live Roof Live Snow Wind Seismic Direction Load Duration Factor CD 1 D 1 0.9 2 D + L 1 1 1 3 D + Lr 1 1 1.25 4 D + S 1 1 1.15 5 D + 0.75L + 0.75Lr 1 0.75 0.75 1.25 6 D + 0.75L + 0.75S 1 0.75 0.75 1.15 7 D + 0.6W (N)1 0.6 N_S 1.6 8 D + 0.6W (S)1 0.6 S_N 1.6 9 D + 0.6W (E)1 0.6 E_W 1.6 10 D + 0.6W (W)1 0.6 W_E 1.6 11 D + 0.75(0.6W) (N) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 N_S 1.6 12 D + 0.75(0.6W) (S) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 S_N 1.6 13 D + 0.75(0.6W) (E) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 E_W 1.6 14 D + 0.75(0.6W) (W) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 W_E 1.6 15 D + 0.75(0.6W) (N) + 0.75L + 0.75S 1 0.75 0.75 0.45 N_S 1.6 16 D + 0.75(0.6W) (S) + 0.75L + 0.75S 1 0.75 0.75 0.45 S_N 1.6 17 D + 0.75(0.6W) (E) + 0.75L + 0.75S 1 0.75 0.75 0.45 E_W 1.6 18 D + 0.75(0.6W) (W) + 0.75L + 0.75S 1 0.75 0.75 0.45 W_E 1.6 19 0.6D + 0.6W (N)0.6 0.6 N_S 1.6 20 0.6D + 0.6W (S)0.6 0.6 S_N 1.6 21 0.6D + 0.6W (E)0.6 0.6 E_W 1.6 22 0.6D + 0.6W (W)0.6 0.6 W_E 1.6 23 (1.0 + 0.14Sds)D + 0.7ΩE (N)1 0.14 0.7 N_S 1.6 24 (1.0 + 0.14Sds)D + 0.7ΩE (S)1 0.14 0.7 S_N 1.6 25 (1.0 + 0.14Sds)D + 0.7ΩE (E)1 0.14 0.7 E_W 1.6 26 (1.0 + 0.14Sds)D + 0.7ΩE (W)1 0.14 0.7 W_E 1.6 27 (1.0 + 0.105Sds)D + 0.525ΩE (N) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 N_S 1.6 28 (1.0 + 0.105Sds)D + 0.525ΩE (S) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 S_N 1.6 29 (1.0 + 0.105Sds)D + 0.525ΩE (E) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 E_W 1.6 30 (1.0 + 0.105Sds)D + 0.525ΩE (W) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 W_E 1.6 31 (0.6 - 0.14Sds)D + 0.7ΩE (N)0.6 -0.14 0.7 N_S 1.6 32 (0.6 - 0.14Sds)D + 0.7ΩE (S)0.6 -0.14 0.7 S_N 1.6 33 (0.6 - 0.14Sds)D + 0.7ΩE (E)0.6 -0.14 0.7 E_W 1.6 34 (0.6 - 0.14Sds)D + 0.7ΩE (W)0.6 -0.14 0.7 W_E 1.6 v14.20.05 : : : : Company Core Structure,Inc. Project Mulder Family Addition Job No.20234 Plan : : : : Designed P.T. Checked D.H. Date 10/15/2020 Client N/A TIC Wood Structure Design 2020 Page 16 of 19 Beam ID: 1 Ridge Bm Over the Master Bed Section type:Versa Lam 3100 Section name:3 1/2x14 Fb(+)/Fb(-) (psi): 3100/3100 Fv (psi): 285 E (psi): 2000000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applied Loads: Load_Roof 420PLF =24 x (15+20)/2 @ 0' to 19.08' SELF WEIGHT 11.49PLF From 0' to 19.08' Factors: Ct = 1 Cm = 1 CL = 1.00 Cr = 1 Cv = 0.98 Reactions: Support D L Lr S WSN WWE ESN EWE Max. LC (Down/Up) 1 1827 0 2290 0 0 0 0 0 4116/0 2 1827 0 2290 0 0 0 0 0 4116/0 Code check: Actual Loc.(ft)Allowed Ratio (%)CD Moment (lbs-ft)19635 9.54 36293 54 1.25 Shear (lbs)3626 0 11638 31 1.25 Live Deflection 0.447 9.54 0.636 70 - Total Deflection 0.804 9.54 0.954 84 - Passed Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Beam ID: 2 Hdr @ Rear of the Master Bed Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 3.25 Ignore shear within (d): True Repetitive member : False Applied Loads: Wall_Ex 34PLF =2 x 17 @ 0' to 3.25' Load_Roof 70PLF =4 x (15+20)/2 @ 0' to 3.25' POINT 2 of Beam 1 @ 1.75ft, (D=1827 Lr=2290) SELF WEIGHT 7.59PLF From 0' to 3.25' Point Load Location Factors: Ct = 1 Cm = 1 CL = 0.99 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Reactions: Support D L Lr S WSN WWE ESN EWE Max. LC (Down/Up) 1 959 0 1122 0 0 0 0 0 2081/0 2 1100 0 1298 0 0 0 0 0 2398/0 Code check: Actual Loc.(ft)Allowed Ratio (%)CD Moment (lbs-ft)3471 1.75 5578 62 1.25 Shear (lbs)2311 3.25 4856 48 1.25 Live Deflection 0.008 1.66 0.108 7 - Total Deflection 0.014 1.66 0.162 9 - Passed Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr v14.20.05 : : : : Company Core Structure,Inc. Project Mulder Family Addition Job No.20234 Plan : : : : Designed P.T. Checked D.H. Date 10/15/2020 Client N/A TIC Wood Structure Design 2020 Page 17 of 19 Beam ID: 3 (E) Ridge Bm Over the Office Section type:Versa Lam 3100 Section name:3 1/2x11 1/4 Fb(+)/Fb(-) (psi): 3100/3100 Fv (psi): 285 E (psi): 2000000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applied Loads: Load_Roof 420PLF =24 x (15+20)/2 @ 0' to 14' SELF WEIGHT 9.23PLF From 0' to 14' Factors: Ct = 1 Cm = 1 CL = 1.00 Cr = 1 Cv = 1.01 CT = 1 Reactions: Support D L Lr S WSN WWE ESN EWE Max. LC (Down/Up) 1 1325 0 1680 0 0 0 0 0 3005/0 2 1325 0 1680 0 0 0 0 0 3005/0 Code check: Actual Loc.(ft)Allowed Ratio (%)CD Moment (lbs-ft)10516 7 23840 44 1.25 Shear (lbs)3005 14 9352 32 1.25 Live Deflection 0.250 7 0.467 54 - Total Deflection 0.447 7 0.7 64 - Passed Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Beam ID: R1 Rafter Over the Master Bed Section type:Douglas Fir-Larch No.2 Section name:2x6 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applied Loads: Load_Roof 35PLF =2 x (15+20)/2 @ 0' to 11.5' SELF WEIGHT 1.93PLF From 0' to 11.5' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.3 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Reactions: Support D L Lr S WSN WWE ESN EWE Max. LC (Down/Up) 1 97 0 115 0 0 0 0 0 212/0 2 97 0 115 0 0 0 0 0 212/0 Code check: Actual Loc.(ft)Allowed Ratio (%)CD Moment (lbs-ft)611 5.75 922 66 1.25 Shear (lbs)195 11.5 1238 16 1.25 Live Deflection 0.237 5.75 0.383 62 - Total Deflection 0.437 5.75 0.575 76 - Passed Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr v14.20.05 : : : : Company Core Structure,Inc. Project Mulder Family Addition Job No.20234 Plan : : : : Designed P.T. Checked D.H. Date 10/15/2020 Client N/A TIC Wood Structure Design 2020 Page 18 of 19 Weight of Pad POINT POINT Footing/Pad ID:1 SUPPORTING 2 BEAM 1+3 Soil Bearing: SB = 1500 PSF Post with parallel to footing: Bp = 3.5 in Loads: 937.50 LB = 150 x 2.50' x 2.50' x 1.00' From Support 1 of Beam 1 (4116LB) From Support 1 of Beam 3 (3005LB) Design Pad: Total Point Load (Ptotal) = 8059 LB S = 3.5 + 2 x (12 + 6 ) = 39.50 in Width = 12 in Capacity of Point Load on Footing: Pcap = (SB x S x Width)/144 = 4937.50 LB Allowable Point Load on Footing: Pallow= Pcap - (Wtotalx S) / 12 =4937.50 LB Required Pad Area = Ptotal/SB = 8058.5/1500 = 5.37 Ft2 USE 2'-6" SQ x 12" DEEP PAD with (4) #4 @ Bottom, E.W. v14.20.05 : : : : Company Core Structure,Inc. Project Mulder Family Addition Job No.20234 Plan : : : : Designed P.T. Checked D.H. Date 10/15/2020 Client N/A TIC Wood Structure Design 2020 Page 19 of 19