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HomeMy WebLinkAbout4205 Balsam Street✓_ CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: el Job Address: Permit Number: Z 62 42 Z_— -7 r ❑ No one available for inspection: Time ` AM/PM Re -Inspection required: Yes `Nq When corrections are complete, schedule re -inspection online. Date: Inspector: - DO NOT REMOVE THIS NOTICE s CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office 9 INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ' 67 Z— �' 6 7 ❑ No one available for inspection: Time /M Re -inspection required: Yes No When corrections are complete, schedule re -inspection online. Date: Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Residential Foundation Repair PERMIT - 202002567 PERMIT NO: 202002567 ISSUED: 12/11/2020 JOB ADDRESS: 4205 Balsam St EXPIRES: 12/11/2021 JOB DESCRIPTION: Foundation repair - Adding new piers to North and East sides of home (installed from exterior) and one additional smart jack to main beam, 4 piers and 1 smart jack **REVISION: Adding 4 new piers and retorquing existing 17. NOT adding a new smart jack.; No added valuation *** CONTACTS *** OWNER (303)463-4437 GLAZER SHAWN E GC (303)260-7070 PAUL SUTTON 090170 PEAK STRUCTURAL INC. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 0325 / WHEATRIDGE VIEW BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 71600.00 FEES Total Valuation 0.00 Plan Review Fee 112.19 Use Tax 159.60 Permit Fee 172.60 ** TOTAL ** 444.39 *** COMMENTS *** *** CONDITIONS *** A printed copy of the permit and city stamped on-site plans must be available on-site for the first inspection. Approved per plans and red -line notes on plans. Must comply with 2018 IRC, 2020 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. Inspection by Wheat Ridge Building Inspector required prior to backfill. Observation letter from Engineer to be provided to Wheat Ridge Building Inspector at Final Inspection. PERMIT NO: JOB ADDRESS: JOB DESCRIPTION: City of Wheat Ridge Residential Foundation Repair PERMIT - 202002567 202002567 ISSUED: 4205 Balsam St EXPIRES: Foundation repair - Adding new piers to North and (installed from exterior) and one additional smart piers and l smart jack 12/11/2020 12/11/2021 East sides of home jack to main beam, 4 **REVISION: Adding 4 new piers and retorquing existing 17. NOT adding a new smart jack.; No added valuation I, by my situildin nature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable gcodes, 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�permrt. I further attest that I am leg ally authorized to include alI 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 requ�ired 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, anviolation of any provision of any �pplicabje code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. 12/11/2020 Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. no change to valuation From: no-reolv(alci.wheatridae.m. us To: CommDev Pets Subject: Online Form Submittal: Revision to Permit Application Date: Wednesday, January 20, 2021 11:10:58 AM Revision to Permit Application Permit Number 201900104 assigned to project PROPERTY INFORMATION Permit Number 201900104 Property Address 4205 Balsam St Property Owner Name Shawn Glazer Property Owner Phone 303-463-4437 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email seglazer@comcast.net Address CONTRACTOR INFORMATION Contact Name Peak Structural Contact Phone Number 719-985-9996 (enter WITH dashes, eg 303-123-4567) Contact Email Address permits@peakstructural.com Retype Contact Email permits@peakstructural.com Address DESCRIPTION OF WORK Detailed Revised Adding 4 new piers and retorquing existing 17. NOT adding a Scope of Work - new smart jack. Provide a detailed description of the change in scope of work including mechanical, electrical, plumbing work occurring, adding/removing walls, etc Engineer Letter (if applicable) Additional Documents on Letter Size Are plans or documents locked for editing? Construction Plans scanned on 11'x17" or larger Additional Project Value Only add what the revised scope of work is valued at. Attach City of Wheat Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" 4205 BALSAM DRAWING Revl.odf Field not completed. No Field not completed. 0 ok bf 1/20/21 WR Payment Form.odf 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 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 Submitting Emily Berry Revision Email not displaying correctly? View it in your browser. ALL WORK SHALL COMPLY WITH 2018 IRC, 2018 IECC, 2020 NEC, COLORADO PLUMBING CODE AND THE CITY OF WHEAT RIDGE AMENDMENTS ON SITE PLANS MUST BE ON SITE FOR INSPECTION ALL ProlegIl a re 2u6kct to Fkd Inso_ec$lons HELICAL PIER INSTALLATION WARRANTY REWORK PREPARED FOR PEAK STRUCTURAL oir °010 � 0036461 'i e TFS 4... fG2 SroNAIEN SINY.N 64IFA aw ersse>r sir xiur aoce m eouv FP% -1 1 OF 2 xrs (E) SMARTJACK 2020 WARRANTY WORK 41.5ft. (E) 17 (E) 16 (E) 15 (E) 14 (E) 13 THE REPAIRS OUTLINED IN THIS DRAWING AND ASSOCIATED DESIGN LETTER ARE ENGINEERS STATEMENT 20.5ft. INTENDED TO PROVIDE I M PROVED SUPPORT OF THE FOUNDATION OF THIS STRUCTURE. ReuE of MININTENDED R srREss FGRPAc�usw THE CONCRETE FOUNDATION WELLS, 24.Oft. GREAT CARE SHOULD BETAKEN IF A UFT IS WELD ANGLE CORNERS (N (N)4 ATTEMPTED DUE TO THE CURRENT AND SLOPING FLOOR SYSTEMS, AND ASA PREVENTATIVE M FASTER TO ENSURE THAT FRACTURES PRESENT IN THE CONCRETE E JOIST 2X8" ON 16" CL ( ) CRACKS AND OTHER DISTRESSES DO NOT E 12 ( ) FOUNDATION WELLS ALL DIRECTIONS INCLUDED IN ED PLAIN � THIS PROJECT IS NOT A GUARANTEE THAT $_$^ FOLLOWED OR CONTACT SHOULD BE FOLLOWED OR CONTACT FURTHER SETTLEMENT OR WALL CRACKING W LL NOT OCCUR IN OTHER PARTS OF THE ENGINEER TO REVIEW ANY UNUSUAL FIELD HOUSE NOTINCLUDED IN THIS PROJECT, OR CONDITIONS. HELICAL PIER INSTALLATION WARRANTY REWORK PREPARED FOR PEAK STRUCTURAL oir °010 � 0036461 'i e TFS 4... fG2 SroNAIEN SINY.N 64IFA aw ersse>r sir xiur aoce m eouv FP% -1 1 OF 2 xrs (E) SMARTJACK (E) 11 ENGINEERS STATEMENT 20.5ft. ReuE of MININTENDED R srREss FGRPAc�usw THE CONCRETE FOUNDATION WELLS, 24.Oft. TRANSVERSE AND MIGRATORY REFLECTION WELD ANGLE CORNERS (N CRACKS IN THE MASONRY VENEER SYSTEMS AND SLOPING FLOOR SYSTEMS, AND ASA PREVENTATIVE M FASTER TO ENSURE THAT (E) 10 CRACKS AND OTHER DISTRESSES DO NOT WORSEN THIS PROJECT IS NOT A GUARANTEE THAT $_$^ FURTHER SETTLEMENT OR WALL CRACKING W LL NOT OCCUR IN OTHER PARTS OF THE (E)9 HOUSE NOTINCLUDED IN THIS PROJECT, OR THAT SETTLEMENT OR MOVEMENT OF UNPREPARED PORTION WILL NOT RESULT IN (E) 1 E) 3 (N) 1 (E) 4 (E) 5 ADDITIONAL CRACKING IN THE REPAIRED (E) 6 (N) 3 DRRAAINAAGE PROPER HELLP GRADING (E) 2 L8.Oft. REPAIR (N) 2 (E) 7 (E) 8 WORK FROM BECOMING A CONDUIT FOR MOISTURE INTRUSION TO THE DEEPER SOIL STRUCTURES. 5.Oft. 16.5ft. 12.OR. REPAIRING A FOUNDATION SYSTEM IN A SUDDEN OR DRAMATIC FASHION USING W LCdy of �]p` TECHNIQUES LIKE HELICAL PI ERS PUSH PIERS, PRESSURE GROUTING, OR OTHER NOU FRONT I CK_ACTI N G LEVEU N G WTH OUT PROPER APPROVED M ETH ODOLOGI ES CAN HAVE ADVERSE EFFECTS. SUCH AS EXTENSIVE INTERIOR Revlaw tl(m C^tl Compliance CITY INSPECTION REQUIRED FINISIT (DRYWALL) DAMAGE CRACKS I N TILE FLOORS BUCKLING OR SEPARATION OF PRIOR TO BACKFILL BRANDON F 01/20/2021 WOOD FLOORS, STICKING OR NON-FUNCTIONING W NDOW AND DOOR Plans Examiner nate JAMBS. ENGINEER OBSERVATION �a,^ >a d, m REQUIRED NOTES -LOAD SUMMARYLETTER Aroa^ad.Manp^a"rc^q^�gwmva».��aiwxw.a.raW 1. ROOF -30 PSF LIVE LOAD (LL) HELICAL PIER NOTES SNOW 2. ASPHALT SHINGLE ROOF 15 PSF 1. (N) DENOTES NEW PIERS (E) DENOTES EXISTING PIERS DL 2. INSTALL 4 SUPPORTWORKS-HELICAL PIERS (N-1 THRU 4) 3. 1ST STORY -40 PSF LL+15 PSF DL 3. HELICAL PIERS TO BE INSTALLED FROM EXTERIOR 4. STEM WALLS CONCRETE -125 PSF 4. RE -TORQUE ALL 17 PIERS INSTALLED IN 2019 -RECORD IN PIER LOG WITH THE 4 NEW PIERS 5. 2500 PSF SOIL BEARING 5. LIFT TO BE ATTEMPTED -NOT GUARANTEED STRENGTH -ASSUMED 6. DRIVE HEAD MUST BE IDENTIFIED IN PIER LOG FOR TORQUE 6. 135 MPH ULTIMATE WIND SPEED EXP. C CORRELATION 7. SEISMIC ZONE HELICAL PIER INSTALLATION WARRANTY REWORK PREPARED FOR PEAK STRUCTURAL oir °010 � 0036461 'i e TFS 4... fG2 SroNAIEN SINY.N 64IFA aw ersse>r sir xiur aoce m eouv FP% -1 1 OF 2 xrs CAP PLATS • ALL -THREAD ROD ;_ .,..EXISTING ::�-�, � ppF528l76 G1sv - lVKG I W TEMPORARY EXCAVATION �// NAL, SLEEVE • - Lu F0 HP287 CL PIER SHAFT XN COUPLER 6.75 -�-� cn n� t IZI -co W o . 8.001 W 7, 2.0" rri m 10,00 { � m HELICAL PIER DETAILS 1. HP287 HELICAL PIER WITH 30" SLEEVE AND 8" HELIX- TOTAL HELIX BEARING AREA .35 FT2 2. MIN. TORQUE 4600 FT -LB ,MAX TORQUE- 5600 FT -LB 3. TORQUE HEAD TO BE IDENTIFIED ON PIER LOG 4. PIER BRACKET TO BE SQUARE TO THE FOUNDATION WALL. ADJUST EXISTING BRACKETS THAT ARE NOT CORRECT. 5. MINOR LIFT CAN BE ATTEMPTED BUT NOT GUARANTEED. 6. J' X6X6" ANGLE TO BE INSTALLED AT THE FOLLOWING HELICAL PIERS TO SPREAD LOAD EVENLY TO THE FOUNDATION. (PIERS E6, N2, E7) 7. SPECIAL INSTRUCTION AT CORNER BETWEEN E6 AND N2- WELD THE CORNER OF THE NEW ANGLES TOGETHER- CHAMFER END OF ANGLE AND +' FULLY DEVELOPED WELD REQUIRED. 7. SPECIAL INSTRUCTION AT CORNER BETWEEN E5 AND E6- WELD THE CORNER OF THE ANGLES TOGETHER- CHAMFER END OF ANGLE AND" FULLY DEVELOPED WELD REQUIRED. 8. CORNER AT E6 AND N2 ADD NEW FLAT STRAP 24" ABOVE THE PIER BRACKET - HORIZONTAL STRAP TO BE 1.5" X+ " STEEL STRAP ANCHORED TO THE FOUNDATION WALL WITH TWO" DIAMETER CONCRETE ANCHOR BOLTS WITH MIN. 4" PENETRATION. 2 ANCHOR BOLT REQUIRED FOR EACH SIDE OF THE WALL. c"of Wheat Ridge Hobe HELICAL PIER DETAIL WARRANTY REWORK PREPARED FOR PEAK STRUCTURAL O�PpO LIC�� �, •PNGE(�a S UO:.r� CO:�a -� �0 0036481 r: � NAI.E��\ ooe. �SHAWN 4205 � CRITERIUM-CONA ENGINEERS 17565 MUZZLELOADER WAY MONUMENT ,CO 80132. wMr r r r� eN.s�srtREEr WHEAT RIDGE, CO 80033 Mr PR48414 w " 11,9/20 2 Of 2 HIS City of Wheat Ridge Residential Foundation Repair PERMIT - 202002567 PERMIT NO: 202002567 ISSUED: 12/11/2020 JOB ADDRESS: 4205 Balsam St EXPIRES: 12/11/2021 JOB DESCRIPTION: Foundation repair - Adding new piers to North and East sides of home (installed from exterior) and one additional smart jack to main beam, 4 piers and 1 smart jack *** CONTACTS *** OWNER (303)463-4437 GLAZER SHAWN E *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 0325 / WHEATRIDGE VIEW BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 71600.00 FEES Total Valuation 0.00 Plan Review Fee 112.19 Use Tax 159.60 Permit Fee 172.60 ** TOTAL ** 444.39 *** COMMENTS *** *** CONDITIONS *** A printed copy of the permit and city stamped on-site plans must be available on-site for the first inspection. Approved per plans and red -line notes on plans. Must comply with 2018 IRC, 2020 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. Inspection by Wheat Ridge Building Inspector required prior to backfill. Observation letter from Engineer to be provided to Wheat Ridge Building Inspector at Final Inspection. 1* � 4 41' PERMIT NO: JOB ADDRESS: JOB DESCRIPTION: City of Wheat Ridge Residential Foundation Repair PERMIT - 202002567 202002567 ISSUED: 12/11/2020 4205 Balsam St EXPIRES: 12/11/2021 Foundation repair - Adding new piers to North and East sides of home (installed from exterior) and one additional smart jack to main beam, 4 piers and l smart jack I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable 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�permrt. I further attest that I am leg ally 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 requ�ired 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, anviolation of any provision of any applicable code or any ordinance or regulation 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. no change to valuation From: no-reolv(alci.wheatridae.m. us To: CommDev Perm is Subject: Online Form Submittal: Foundation Repair Date: Thursday, December 10, 2020 3:17:11 PM Foundation Repair This application is exclusively for FOUNDATION REPAIRS. YOU MUST ATTACH A VALID ELECTRONIC PAYMENT ORM IN ORDER FOR THE PERMIT TO BE PROCESSED. 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. Is this application for a Yes Foundation Repair? PROPERTY INFORMATION Property Address 4205 Balsam Street Property Owner Name Shawn Glazer 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" 303-463-4437 seglazer@comcast.net Glazer Electron ic-Payment-Form-Blda.ndf CONTRACTOR INFORMATION Contractor Business Name Wheat Ridge Contractor's License Number (This is a 5 or 6 digit number for the Peak Structural 090170 City of Wheat Ridge) Contractor Phone Number (enter WITH dashes, eg 303-123- 4567) Contractor Email Address 7192607070 permits@peakstructural.com Retype Contractor permits@peakstructural.com Email Address DESCRIPTION OF WORK Location of Work Adding new piers to North and East sides of home (installed from exterior) and one additional smart jack to main beam. How is repair being Piers and smart jacks done? Piers, strips, etc. # of Piers or Strips 4 piers, 1 smart jack Upload engineer letter or pages on 8 1/2" x 11" only Repair Plan Set on 11'x17" only - if applicable Glazer 4205 Balsam- Desian Letter.odf Project Value (contract 7600 ok bf 12/11/2020 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 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. Person Applying for Emily Berry Permit 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. Email not displaying correctly? View it in your browser. -► N (E) JOIST 2X8" ON 16" CL (E) SMARTJACK (N) WELDANGLE (E) 1 E)•3 (N) 1 (E) 4 (E) 5 (E) 2 (E) 6 IL 1 inspection from the city is required prior to backfill 14 2 (E) 7 12.Oft. (E) 13 E) 8 Olf(N) 4 (E) 12 (E) 11 (E) 10 (E) 9 (N) 3 FRONT ON SITE PLANS MUST BE ON SITE FOR INSPECTION HELICAL PIER NOTES t (N) DENOTES NEW PIERS (E) DENOTES EXISTING PIERS 2. INSTALL 4 SUPPORTWORKS-HELICAL PIERS (N-1 THRU 4) 3. HELICAL PIERS TO BE INSTALLED FROM EXTERIOR 4. RE -TORQUE ALL 17 PIERS INSTALLED IN 2019 -RECORD IN PIER LOG WITH THE 4 NEW PIERS 5. LIFT TO BE ATTEMPTED -NOT GUARANTEED 6. DRIVE HEAD MUST BE IDENTIFIED IN PIER LOG FOR TORQUE CORRELATION 2020 WARRANTY WORK THE REPAIRS OUTLINED IN THIS DRAWING AND ASSOCIATED DESIGN LETTER ARE INTENDED TO PROVIDE I M PROVED SUPPORT OF THE FOUNDATION OF THIS STRUCTURE. GREAT CARE SHOULD BETAKEN IF A UFT IS ATTEMPTED DUE TO THE CURRENT FRACTURES PRESENT IN THE CONCRETE FOUNDATION WELLS. ALL DIRECTIONS INCLUDED IN THE ENGINEERED PLAN SHOULD BE FOLLOWED OR CONTACT ENGINEER TO REVIEW ANY UNUSUAL FIELD CONDITIONS. ENGINEERS STATEMENT THE REPAIR IS INTENDED TO PROVIDE RELIEF OF MINOR STRESS FRACTURES IN THE CONCRETE FOUNDATION WEDS, TRANSVERSE AND MIGRATORY REFLECTION CRACKS IN THE MASONRY VENEER SYSTEMS AND SLOPING FLOOR SYSTEMS, AND ASA PREVENTATIVE M FASTER TO ENSURE THAT CRACKS AND OTHER DISTRESSES DO NOT WORSEN THIS PROJECT IS NOT A GUARANTEE THAT FURTHER SETTLEMENT OR WALL CRACKING W LL NOT OCCUR IN OTHER PARTS OF THE HOUSE NOT NCLUDED IN THIS PROJECT, OR THAT SETTLEMENT OR MOVEMENT OF UNPREPARED PORTION WILL NOT RESULT IN ADDITIONAL CRACKING IN THE REPAIRED SECTIONS. PROPER GRADING AND DRAINAGE WILL HELP PROTECTTHE REPAIR WORK FROM BECOMING A CONDUIT FOR MOISTURE INTRUSION TO THE DEEPER SOIL STRUCTURES. REPAIRING A FOUNDATION SYSTEM INA SUDDEN ORDRAMATIC FASHION USING TECHNIQUES LIKE HELICAL PIERS PUSH PIERS, PRESSURE GROUTING, OR OTHER QUICK ACTING LEVELING W THOUT PROPER METHODOLOGIES CAN HAVE ADVERSE EFFECTS. SUCH AS EXTENSIVE INTERIOR FINISH (DRYWALL) DAMAGE,CRACKSIN TILE FLOORS BUCKLING OR SEPARATION OF WOOD FLOORS, STICKING OR NON-FUNCTIONING W NDOW AND DOOR LAMBS )TES -LOAD SUMMARY CRY & �WhcatFkl ge ROOF -30 PSF LIVE LOAD (LL) �2. ALL WORK SHALL COMPLY APPROVED WITH 2018 IRC, 2018 IECC, 2020 NEC, COLORADO BRANDON F 12/11/2020 PLUMBING CODE AND THE P'a^sem^ef p le CITY OF WHEAT RIDGE" "+Fu" .rowoF 2500 PSF SOIL BEARING AMENDMENTS 6. 135 MPH ULTIMATE WIND SPEED 41.5ft. EXP. C,^ (E) 17 (E) 16 (E) 15 (E) -► N (E) JOIST 2X8" ON 16" CL (E) SMARTJACK (N) WELDANGLE (E) 1 E)•3 (N) 1 (E) 4 (E) 5 (E) 2 (E) 6 IL 1 inspection from the city is required prior to backfill 14 2 (E) 7 12.Oft. (E) 13 E) 8 Olf(N) 4 (E) 12 (E) 11 (E) 10 (E) 9 (N) 3 FRONT ON SITE PLANS MUST BE ON SITE FOR INSPECTION HELICAL PIER NOTES t (N) DENOTES NEW PIERS (E) DENOTES EXISTING PIERS 2. INSTALL 4 SUPPORTWORKS-HELICAL PIERS (N-1 THRU 4) 3. HELICAL PIERS TO BE INSTALLED FROM EXTERIOR 4. RE -TORQUE ALL 17 PIERS INSTALLED IN 2019 -RECORD IN PIER LOG WITH THE 4 NEW PIERS 5. LIFT TO BE ATTEMPTED -NOT GUARANTEED 6. DRIVE HEAD MUST BE IDENTIFIED IN PIER LOG FOR TORQUE CORRELATION 2020 WARRANTY WORK THE REPAIRS OUTLINED IN THIS DRAWING AND ASSOCIATED DESIGN LETTER ARE INTENDED TO PROVIDE I M PROVED SUPPORT OF THE FOUNDATION OF THIS STRUCTURE. GREAT CARE SHOULD BETAKEN IF A UFT IS ATTEMPTED DUE TO THE CURRENT FRACTURES PRESENT IN THE CONCRETE FOUNDATION WELLS. ALL DIRECTIONS INCLUDED IN THE ENGINEERED PLAN SHOULD BE FOLLOWED OR CONTACT ENGINEER TO REVIEW ANY UNUSUAL FIELD CONDITIONS. ENGINEERS STATEMENT THE REPAIR IS INTENDED TO PROVIDE RELIEF OF MINOR STRESS FRACTURES IN THE CONCRETE FOUNDATION WEDS, TRANSVERSE AND MIGRATORY REFLECTION CRACKS IN THE MASONRY VENEER SYSTEMS AND SLOPING FLOOR SYSTEMS, AND ASA PREVENTATIVE M FASTER TO ENSURE THAT CRACKS AND OTHER DISTRESSES DO NOT WORSEN THIS PROJECT IS NOT A GUARANTEE THAT FURTHER SETTLEMENT OR WALL CRACKING W LL NOT OCCUR IN OTHER PARTS OF THE HOUSE NOT NCLUDED IN THIS PROJECT, OR THAT SETTLEMENT OR MOVEMENT OF UNPREPARED PORTION WILL NOT RESULT IN ADDITIONAL CRACKING IN THE REPAIRED SECTIONS. PROPER GRADING AND DRAINAGE WILL HELP PROTECTTHE REPAIR WORK FROM BECOMING A CONDUIT FOR MOISTURE INTRUSION TO THE DEEPER SOIL STRUCTURES. REPAIRING A FOUNDATION SYSTEM INA SUDDEN ORDRAMATIC FASHION USING TECHNIQUES LIKE HELICAL PIERS PUSH PIERS, PRESSURE GROUTING, OR OTHER QUICK ACTING LEVELING W THOUT PROPER METHODOLOGIES CAN HAVE ADVERSE EFFECTS. SUCH AS EXTENSIVE INTERIOR FINISH (DRYWALL) DAMAGE,CRACKSIN TILE FLOORS BUCKLING OR SEPARATION OF WOOD FLOORS, STICKING OR NON-FUNCTIONING W NDOW AND DOOR LAMBS )TES -LOAD SUMMARY ROOF -30 PSF LIVE LOAD (LL) �2. SNOW ASPHALT SHINGLE ROOF 15 PSF DL 3. 1ST STORY -40 PSF LL+15 PSF DL 4. STEM WALLS CONCRETE -125 PSF 5. 2500 PSF SOIL BEARING STRENGTH -ASSUMED 6. 135 MPH ULTIMATE WIND SPEED EXP. C,^ HELICAL PIER INSTALLATION WARRANTY REWORK PREPARED FOR PEAK STRUCTURAL oir °010 � 0036461 'i � TFS 4... fG2 SroNAIEN Rmroyl� SINY.N 64IFA aw ersseM sir xiur aoce ce eouv ~PRIMA ro� 1 OF 2 xrs CAP PLATS • ALL -THREAD ROD ;- .,..EXISTIh]G ::�-�, � ppF528l7� - G1svlV�G I W TEMPORARY EXCAVATIO N �// -20 EXTERNAL . SLEEVE • � Lu HP287 CL PIER SHAFT 6.75 —�-� 0 �� IZIcn t W o . 8.oa co W 7, 2.0" Tri m 1 o,aa { � m HELICAL PIER DETAILS 1. HP287 HELICAL PIER WITH 30" SLEEVE AND 8" HELIX- TOTAL HELIX BEARING AREA .35 FT2 2. MIN. TORQUE 4600 FT -LB ,MAX TORQUE- 5600 FT -LB 3. TORQUE HEAD TO BE IDENTIFIED ON PIER LOG 4. PIER BRACKET TO BE SQUARE TO THE FOUNDATION WALL. ADJUST EXISTING BRACKETS THAT ARE NOT CORRECT. 5. MINOR LIFT CAN BE ATTEMPTED BUT NOT GUARANTEED. 6. J' X6X6" ANGLE TO BE INSTALLED AT THE FOLLOWING HELICAL PIERS TO SPREAD LOAD EVENLY TO THE FOUNDATION. ( PIERS E6, N2, E7) 7. SPECIAL INSTRUCTION AT CORNER BETWEEN E6 AND N2- WELD THE CORNER OF THE NEW ANGLES TOGETHER- CHAMFER END OF ANGLE AND +' FULLY DEVELOPED WELD REQUIRED. 7. SPECIAL INSTRUCTION AT CORNER BETWEEN E5 AND E6- WELD THE CORNER OF THE ANGLES TOGETHER- CHAMFER END OF ANGLE AND +' FULLY DEVELOPED WELD REQUIRED. 8. CORNER AT E6 AND N2 ADD NEW FLAT STRAP 24" ABOVE THE PIER BRACKET - HORIZONTAL STRAP TO BE 1.5" X+' STEEL STRAP ANCHORED TO THE FOUNDATION WALL WITH TWO" DIAMETER CONCRETE ANCHOR BOLTS WITH MIN. 4" PENETRATION. 2 ANCHOR BOLT REQUIRED FOR EACH SIDE OF THE WALL. o.wa were HELICAL PIER DETAIL WARRANTY REWORK PREPARED FOR PEAK STRUCTURAL O�PpO LI C �, •PNGE(�a S UO: S� CO :tea �0 0036481 r: NAI.E��\ wo weYron/rww Dar r e� CRITERIUM-CONA ENGINEERS 17565 MUZZLELOADER WAY MONUMENT ,CO 80132. eM+e. r re. SHAWN ER 4205 BALSAM STREET WHEAT RIDGE, 00 80033 Mr PR48414 er " „9/20 2 012 HTS A i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: 13 e I Job Address: qzo�- 9ALS.,Am Permit Number: 201 q rx)10!4 L) No one available for inspection: Time t % AM P Re -Inspection required: YesNo When corrections have been made, schedule for re -inspection online at: http✓/www.ci.wheatridge.co.uarinspection Date:)20Z-0 Inspector: DO NOT REMOVE THIS NOTICE SFA Design Group, Lix STRUCTURAL I GEOTECHNICAL I SPECIAL INSPECTIONS PORTLAND, OR I LIVERMORE, CA I SEATTLE, WA I PALMER LAKE, CO 503.641.8311 1 www.sfadg.com �1! FIELD INSTALLATION LOG Project Name: Site Address: Install Install Date: Inspector Arrival Inspector Name: Glazer Residence 4205 Balsam St., Wheat Ridge CO .......... 01/31/19 Inspector Departure: 1 W. Marra Drive Head: Eskridge 50-16(5K) Contractor: Peak Structural ----- -._.____...____.._..-..___._._._...___.__...__ Project Foreman: tach Garcia Permit Number: X201 900 1 04 Contractor Arrival: ? mm Jurisdiction: !City of Wheat Ridge LocationPart Description i Installation Speed Pier OD, in Pier Wall Thickness, in Pier Installation Segment Differential Length, ft Pressure, psi Installation Torque. ft -lbs I ; Load (Ibs) 3 FS288BL Bracket & Sleeve N/A 3.5" i 0.216" 2'-0" N/A N/A N/A 10/12" Helix FSI HP288 Pier Lead FSI HP288 Pier Extension Single Speed Single Speed 2.875" 2.875" 0.276" 0.276" T -0 - 5'-0" 800 2435 FSI HP288 Pier Extension ----- ------------- - Single Speed 2.875" 0.276" 2'-0" 1500 4566 4 FS288BL Bracket & Sleeve WA 3.5" 0.216" 2'-0" N/A N/A N/A 10/12" Helix FSI HP288 Pier Lead Single Speed 2.875" 0.276" 6 -0 - FSI HP288 Pier Extension Single Speed 2.875" 0.276" 5'-0" 1100 3348 FSI HP288 Pier Extension Single Speed 2.875" 0.276" 2'-0" 1600 4870 I ' Non -Compliance Items: Cn; �* 1 !FSI Inspector Signature: William Matra wheat Ridge 1 Note: HS:LT = High Speed: Low Torque LS:HT = Low Speed : High Torque Torque Correlation Factors: FSI HA150, FSI HA175, FSI HP237 = Kt= 10(ft-' ) HP287, FSI HP288 = Ki=9(ft-') FSI HP350 = Kt = 7(ft") �sutlding Divisors Rev2�16.a1.25 0100co l(Y-( SFA Design Group, r s r STRUCTURAL i GEOTECHNICAL I SPECIAL INSPECTIONS PORTLAND, OR I LIVERMORE, CA SEATTLE, WA I PALMER LAKE, CO 503.641.8311 www.sfadg.com Special Inspection FINAL SUMMARY REPORT May 23, 2019 City of Wheat Ridge Permit Department ATTN: Special Inspections RE: Project Name: Glazer Residence Underpinning Project No.: PS 18-003 Permit No.: 201900104 Address: 4205 Balsam Street, Wheat ridge, CO 80033 Dear Building Inspection Division: This letter serves to certify that in accordance with Chapter 17 of the International Building Code requirements outlined in the General Structural Notes on S 1.1 of the approved permit drawings, SFA Design Group, LLC has performed special inspection as detailed below. The inspector observed the installation of FSI HP288 helical piers, verifying pier locations, installation depth, installation pressure, bracket type, pier type, pier diameter and thickness. During installation, temporary lift of the foundation was achieved, indicating refusal had been met and confirming pier capacity. Please see attached field installation logs dated, 01/31/2019. All products were installed per the intent of the design and any installation deviations were reviewed and approved by this office with no outstanding non-compliance items. Our inspection and testing services do not constitute a warranty or guarantee of any type and were provided and intended to help reduce the risk of construction defects, deficiencies or omissions that may arise during and after construction. It is the contractor's responsibility to perform their work in accordance with the approved construction documents. All inspections and tests were performed and reported according to the requirements of the City Building Regulations and these Administrative Rules and, to the best of my knowledge, the work was in conformance with the applicable workmanship provisions of the State Building Code and Standards. Sincerely, Dustin Huddleston Engineer Technician IV — SFA Design Group Cc: Tori Oakey, Permit Coordinator, Peak Structural, INC Reviewed by: Jeff Fitch, PE, P.Eng, SFA Design Group, LLC city of Wheat Ridge A i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: 13 e I Job Address: qzo�- 9ALS.,Am Permit Number: 201 q rx)10!4 L) No one available for inspection: Time t % AM P Re -Inspection required: YesNo When corrections have been made, schedule for re -inspection online at: http✓/www.ci.wheatridge.co.uarinspection Date:)20Z-0 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF -WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: lO t t Job Address: Permit Number: ] :7 I E::;4 ❑ No one available for inspectio�m—Mme Ap4Kl g pm Re -Inspection required: Ye �N . When corrections have been made schedule for re -inspection online at: http://www,ci, wheatridge.co. us4nspection Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Residential Foundation Repair PERMIT - 201900104 PERMIT NO: 201900104 ISSUED: 01/18/2019 JOB ADDRESS: 4205 Balsam St EXPIRES: 01/18/2020 JOB DESCRIPTION: Stabilization repair with 23 helical piers *** CONTACTS *** OWNER (303)463-4437 GLAZER SHAWN E GC (303)260-7070 Paul Sutton 090170 Peak Structural Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2406 / BEL AIRE,HILLCREST HEIGHTS, ME BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 26,516.48 FEES Total Valuation 0.00 Plan Review Fee 302.28 Use Tax 556.85 Permit Fee 465.05 ** TOTAL ** 1,324.18 *** 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. 1, by m signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications applicable 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 peri nned and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signat,A' e'of/�C4NER or CONTRACTOR (Circle one) Date 1, This peemitt /Was issued based on the information provided in thepermit 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 ermit 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 change. of the natural flow of water without prior andspecific 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 ordinan a or regulation 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. 0/ I FOR OFFICE USE ONLY City of Date: 1 (71 Wheat _ge COMMUNITY DEVELOPMENT Plan/Permit# n{- (f I j� /Building &Inspection Services Division op 7500 W. 29" Ave., Wheat Ridge, CO 80033 Plan Review Fee: Office: 303-235-2855 ' Fax: 303-237-8929 Inspection Line: 303-234-5933 Building Permit Application '*' Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. I Property Address: ZD (� akS cern ��- Property Owner (please print): S VkCLW f 1. A ( cUze "_ Phone: 303 LWNtl Property Owner Email: ` ect � Mailing Address: (if different than property address) Address: City, State, Zip: Arch itect/Enaineer: �1 s Architect/Engineer E-mail: �Ud�-eS''` Phone: C � � �-� Contractor: &611-1- Contractors City License #: Contractor E-mail Address: Sub Contractors: Electrical: W.R. City License # Other City Licensed Sub: City License # Plumbing: W.R. City License # Phone: —1 Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form 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.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑_ E ECTRICAL SYSTEM/APPLIANC REPAIR r RE LACEMENT OTHER (Describe)> (For ALL projects, please provide a detailed description of work to be perform d, 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. Ft./LF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) 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. CIRCLE ONE: (OWNER) ONTRACT 1 or (AUTHORIZE*REPRESENTAiTIVEof (OWNER) (CONTRACTOR) PRINT NAME ZONING COMMMENTS: Reviewer: BUILDING DEP RTMENT COMME TS: Reviewer: PUBLICWORKS COMM NTS: Reviewer: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required DEPARTMENT USE ONLY DATE: ' ( �fl- 101 OCCUPANCY CLASSIFICATION: Building Division Valuation: $ 15G 1516. I SFA nesign Group, LLC STRUCTURAL I CIVIL I GEOTECHNICAL I LAND USE PLANNING 9020 SW Washington Square Drive, Suite 505, Portland, Oregon 97223 1813 Rutan Drive, Suite C, Livermore, California 94551 Sfa 1912 S 146th Street, Seattle, Washington 98168 707 County Line Road, Unit B, Palmer Lake, CO 80133 p:503-641-8311 www.sfadg.com STRUCTURAL CALCULATIONS Glazer Residence Underpinning 4205 Balsam St., Wheat Ridge, CO 80033 Peak Structural, Inc. 04 LIMITATIONS ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY, OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Project No. PSI18-003 January 17, 2019 City Of ' Wheat Ridge SFA Design Group. LLr- PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING PS118 003 PROJECT DATE Glazer Residence Underpinning 1/17/2019 SUBJECT BY Helical Pier Design Requirements 1JLD Structural Narrative The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the 1 -story residence located in Wheat Ridge, CO as referenced on the coversheet. The round steel tubes and retrofit brackets are used to stabilize and/or lift settling foundations. The bottom and back portion of the bracket is securely seated against the existing concrete footing. Pier sections are continuously hydraulically torqued into the soil below until a load bearing stratum is encountered. Lateral earth confinement and a driven external sleeve with a starter pier provide additional stiffness to resist eccentric loading from the foundation. Once all piers are installed, they are simultaneously loaded with individual hydraulic jacks and closely monitored as pressure is applied to achieve desired stabilization and/or lift prior to locking off the pier cap. The piers are required to resist vertical loading from the roof framing, wall framing, floor framing, concrete slab on grade, and concrete foundation. Underpinning the structure will remove lateral resistance provided by soil friction acting on the concrete foundation. Per the following calculation, lateral resistance will be provided by passive earth pressures acting on concrete backfills encasing piers on Gridline F and soil friction acting on the unpiered portions of the concrete footing/concrete slab on grade. neral Building Department City of Wheat Ridge Building Code Conformance (Meets Or Exceeds Requirements) 2015 International Building Code (IBC) 2015 International Residential Code (IRC) Dead Loads__ _ Roof Dead Load 15.0 psf Floor Dead Load 15.0 psf Brick Wall Dead Load 39.0 psf Concrete 150.0 pcf Live Loads Roof Snow Load 30.0 psf Floor Live Load (Residential) 40.0 psf w SFA Design 6rouP. LLC STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. I SHEET NO.' PS118-003 PROJECT DATE Glazer Residence Underpinning 1/17/2019 SUBJECT BY Design Loads JLD Worst Case Vertical Design Loads (Gridline 314) Tributary Width To Anchor = = 5.75 ft RoofDL = (15 psf) (12.25 ft) = 184 plf Dead Load 6.650 kips RoofSL = (25 psf) (12.25 ft) = 306 plf Floor Live Load 1.409 kips 1stFloorDL = (15 psf) (6.13 ft) = 92 plf Roof Snow Load 1.761 kips 1 stFloorLL = (40 psf) (6.13 ft) = 245 plf Controlling ASD Load Combination: WallDL = (39 psf) (12.33 ft) = 481 plf D+0.75L+0.75S StemwallDL = (150 pcf) (8.00 in) (30.00 in) = 250 plf FootingDL = (150 pcf) (8.00 in) (18.00 in) = 150 plf Max Vertical Load to Worst Case Pier 9.027 kips Max Unsupported Ftg Span from Arching Action 6.33 ft Pier Layout (See S2.1 for Enlarged Plan) D E (1 -- O FOUNDATION/(N) PIER/(N) SMARTJACK LAYOUT PLAN; City of Wheat Ridge SFA Design Group, LLC PROJECT SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING IPS118-003. PROJECT RoofDL = DATE Glazer Residence Underpinning = 120 plf 1/17/2019 SUBJECT (25 psf) BY Desian Loads Floor Live Load 0.386 kips JLD Worst Case Vertical Design Loads (Gridline F) Tributary Width To Anchor = = 4.83 ft RoofDL = (15 psf) (8.00 ft) = 120 plf Dead Load 4.979 kips RoofSL = (25 psf) (8.00 ft) = 200 plf Floor Live Load 0.386 kips 1 stFloorDL = (15 psf) (2.00 ft) = 30 plf Roof Snow Load 0.966 kips 1 stFloon-L = (40 psf) (2.00 ft) = 80 plf Controlling ASD Load Combination: WaIIDL = (39 psf) (12.33 ft) = 481 plf D+0.75L+0.75S StemwallDL = (150 pcf) (8.00 in) (30.00 in) = 250 plf FootingDL = (150 pcf) (8.00 in) (18.00 in) = 150 plf Max Vertical Load to Worst Case Pier 5.993 kips Max Unsupported Ftg Span from Arching Action 6.33 ft SFA Design Group, LLC STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. SHEET NO. PS118-003 PROJECT DATE Glazer Residence Underpinning 1/17/2019 SUBJECT By Design Loads JLD Worst Case Vertical Design Loads (Gridline A) Tributary Width To Anchor = = 5.50 ft RoofDL = (15 psf) (8.00 ft) = 120 plf Dead Load 5.849 kips RoofSL = (25 psf) (8.00 ft) = 200 plf Floor Live Load 0.880 kips ConcFloorDL = (150 pcf) (4.00 in) (48.00 in) = 200 plf Roof Snow Load 1.100 kips ConcFloon-L = (40 psf) (4.00 ft) = 160 plf Controlling ASD Load Combination: WallDL = (39 psf) (12.33 ft) = 481 plf D+0.75L+0.75S StemwallDL = (150 pcf) (6.00 in) (6.00 in) = 38 plf FootingDL = (150 pcf) (18.00 in) (12.00 in) = 225 plf 7-__.. - -er--- -----. .------- - _ _ . Max Vertical Load to Worst Case Pier 7.334 kips Max Unsupported Ftg Span from Arching Action 4.00 ft CRY of Wheat Ridge SFA Design Group. u.c STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. SHEET NO. PS118-003 Glazer Residence Underpinning 1/17/2019 SUBJECT BY Desiqn Loads JLD Worst Case Vertical Design Loads (Chimney) Tributary Width To Anchor = = 5.00 ft WallDL = (39 psf) (18.33 ft) = 715 plf Dead Load 4.699 kips FootingDL = (150 pcf) (6.00 in) (36.00 in) = 225 plf Floor Live Load 0.000 kips Roof Snow Load 0.000 kips Controlling ASD Load Combination: D+L Max Vertical Load to Worst Case Pier 4.699 kips Max Unsupported Ftg Span from Arching Action 5.00 ft SFA Design Group. LLQ STRUCTURAL I CIVIL ! LAND USE PLANNING PROJECT NO. (SHEET NO. PS118-003 PROJECT DATE Glazer Residence Underpinning 1/17/2019 SUBJECT By Design Loads JLD Worst Case Vertical Design Loads (Smartjacks) Tributary Width To Anchor = = 8.00 ft 1stFloorDL = (15 psf) (9.80 ft) = 147 plf Dead Load 1.176 kips 1 stFloon-L = (40 psf) (9.80 ft) = 392 plf Floor Live Load 3.136 kips Roof Snow Load 0.000 kips Controlling ASD Load Combination: D+L ;Max Vertical Load to Worst Case Pier 4.312 kips City of Wheat Ridge SFA Design Group, LLC STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT Glazer Residence Un Foundation Supportworks HP288 Helical Pier Design Input Pier System Designation = HP288 Finish Type = Galvanized Vertical Load to Pier, PTL = 9.027 kips Minimum Installation Depth, L = 10.000 ft Unbraced Length, I = 1.000 ft Eccentricity, e = 4.250 in Friction Factor of Safety, FS = 2 Normal Surface Force, Fn = 4.514 kips Vertical Component of Tieback, PTs = 0.000 kips Design Load (Vertical+Tieback), PDL = 9.027 kips +MomentEccentrlcity 38.365 kip-in -MomentTeback = 0.000 kip-in -MOmentFriction = 0.000 kip -in Design Moment, MomentPierDL = 38.365 kip -in Sleeve Property Input Sleeve Length = 24.000 in Design Sleeve OD = 3.385 in Design Wall Thickness = 0.183 in Note: Sleeve reduces bending stress on main r = A = 1.134 int 1.843 in pier from eccentricty S = 1.400 in' Z = 1.880 in' 1 = 2.369 in' E = 29000 ksi Fy = 50 ksi Pier Property input _. Design Tube OD = 2.817 in Design Wall Thickness = 0.247 in k = 2.10 r = 0.913 in A = 1.994 int Note: Design thickness of pier and sleeve based c = 1.409 in on 93% of nominal thickness per AISC and the S = 1.180 in ' ICC -ES AC358 based on a corrosion loss rate of 50 years for zinc -coated steel Z = 1.636 in' I = 1.662 in' E = 29000 ksi Fy = 50 ksi PROJECT NO. SHEET NO. PS118-003 DATE 1/17/2019 1JLD (L/PIER/ REACTION PIER CAP WITH THREADED RODS (E) STEMWALL AND FOOTING r' PIER EXTERNAL SLEEVE --� (E) GRADE _I 3LACkET— EXCAVATION s� z —EXTERNAL r,r SLEEvE r o PIER HELIX BLADE (D3) HELIX BLADE (02) HELIX BLADE (D1) Note: Section above is a general representation of piering system, refer to plan for layout and project specific details. Helix Properties and Capacity FYh = 50 ksi Qa, compression/tension = Qu/FS = Fbh = 0.75*FYh = 37.500 ksi Soil -Individual Bearin Method -Non Soil ,. Individual Bearing Method � Non -Cohesive Di = 10 in Al = p*D12/4 = 78.5 int ti = 0.375 in S, = 1*t12/6 = 0.023 in' Q1 = Al*wt = 38.4 kips wi = 0.489 ksi D2 = 12 in A2 = p*D22/4-p*(Tube OD )2/4 = 106.9 int t2 = 0.375 in S2 = 1*t22/6 = 0.023 in' Q2 = A2*W2 = 40.9 kips W2 = 0.383 ksi D3 = 0 in A3 = p*D32/4-p*(Tube OD)2/4 = 0.0 int t3 = 0.000 in S3 = 1 *t32/6 = 0.000 in' Q3 = A3*W3 = 0.0 kips W3 = 0.000 ksi IQ = 79.4 kips OK �to Capacity 10.127 kips OK Soil - Torque Correlation Method - Verification E70 Electrodes = 70 ksi Factor of Safety, FS = 2.0 Size of Fillet Both Sides = 0.250 in 9.027 kips Capacity of Fillet Both Sides = 7.424 kli Final Installation Torque, T = R1 = 1.758 kli Weld OK 27.000 kips R2 = 1.758 kli Weld OK OK R3 = 0.000 kli j Soil - Individual Bearing Method - Cohesive Factor of Safety = 2.0 Blow Count, N = 13 ZAh = Al+A2+A3 = 1.3 ftz Cohesion, c = 1.625 ksf N� = 9 Q,=2:Ah(cN,) = 18.830 kips Qa, compression/tension = Qu/FS = 9.415 kips OK t Cohesive Controls Soil -Individual Bearin Method -Non Soil ,. Individual Bearing Method � Non -Cohesive Factor of Safety, FS = 2.0 Y = 110 pcf 0 = 31° Depth of Helix, Di = 9.500 ft Depth of Helix, D2 = 7.000 ft Depth of Helix, D3 = 0.000 ft q't = y*D1 = 1045.0 psf q'2 = y*D2 = 770.0 psf q'3 = y*D3 = 0.0 psf Nq = 1+0.56(12*0)0/54 = 17.74 (for 0 =31°) Q%=Al(q'lNq) = 10.114 kips Q2�=A2(q'2Nq) = 10.140 kips Q3U=A3(q'3Nq) = 0.000 kips Qa, compression/tension — YQJFS = 10.127 kips OK Soil - Torque Correlation Method - Verification Factor of Safety, FS = 2.0 Design Work Load, DL = 9.027 kips Emperical Torque Correleation Factor, Kt = 9 ft-' Final Installation Torque, T = 3000 Ib -ft Ultimate Pile Capacity, Qu = 27.000 kips Allowable Pile Capacity, Qa = 13.500 kips OK Results Max Load To Pier = Design Load = 9027 Ib 2.875" Diameter Pipe Pier with 0.276" Thick Wall 3.5" Diameterx24" Min Long Pipe Sleeve With 0.216" Thick Wall 0.375" Thick 10/12" Helix With 0.25" Fillet Welds Each Side of Helix to Pier Minimum 10'-0" Installation Depth And Minimum 3000 Ib -ft Installation Torque Wheat Ridge SFA Design Group, LLC STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. SHEET NO. PS 118-003 PROJECT DATE Glazer Residence Underpinning 1/17/2019 SUBJECT BY Foundation Supportworks SJ350T Smart Jack System �JLD ;C) FLOOP SHEAh.^--� �(E) BEAU (Ej rLODR FRAMING SJ3507P V/Ar44-1' W/ NM �(/) 112.3' WOOD SCREWS SIIOMTR THREADED ROD (EMBED THREADS YIN T/j INTO COLLAR) IISJ35011 THREADED INSERT SJ350 SMART JACK TUBE (CUT TO LENGTH) SJ350BP BOTTOM il/.>31/'yo'-3'/7' ON SJAFTC CAST ALUMINUM BASE QT/8t11.1.-0. r -(E) CRADE �'ICIICIIC �.III�I�i11� .�I—II II CCATC FOOTING PER PLAN Note: Section above is a general representation of smartjack system, refer to plan for layout and project specific details. Smart Jack System = SJ350T in Pmax = 4.312 kips Maximum Tube Unbraced Length, d, = 4.000 ft Maximum Threaded Rod Unbraced Length, dtr = 3.000 in Eccentricity, emax = 1.000 in Moment = 4.312 in -kips Tube Properties Design Tube OD = 3.500 in Design Wall Thickness = 0.165 in k = 1.00 r = 1.181 in A = 1.729 int c = 1.750 in S = 1.377 in' I = 2.409 in E = 29000 ksi Fy = 50 ksi Tube Output Eq H1-1 NA Eq H1-2 NA Eq H1-3 0.57 Tube OK Bearing Capacity of Structural Fill Imin= 8.00 in Soil Bearing Capacity = 1500.00 psf Capacity = 4.59 k OK MAX LOAD TO SMART JACK = 4312LB 3.5 IN DIAMETER SMART JACK TUBE WITH 0.165 IN. THICK WALL AND MAX HEIGHT OF 4FT 1-1/4 IN DIAMETER SOLID THREADED ROD WITH MAX HEIGHT OF 3 IN 21 IN SQR X 8 IN DP CONC FOOTING EMBED THREADED ROD A MINIMUM OF 3/4 IN INTO CONFINING RING AND THREADED INSERT City of Wheat Ridge kl/r = 40.66 Slenderness OK Cc = 107.00 F'e = 90.30 ksi Fa = 25.74 ksi fa = 2.49 ksi Fb = 33.00 ksi fb = 3.13 ksi Cm = 1.00 fa/Fa = 0.10 Eq H1-3 may be used Eq H1-1 NA Eq H1-2 NA Eq 1-11-3 0.19 Pier OK Threaded Rod PropertiesA _...�._..��_�... .,� _ Threaded Rod Dia. = 1.250 in k = 1.00 r = 0.313 in A = 1.227 int c = 0.625 in S = 0.192 in 1 = 0.120 in E = 29000 ksi Fy = 70 ksi Threaded Rod Output kl/r = 9.60 Slenderness OK Cc = 90.43 F'e = 1619.74 ksi Fa = 40.79 ksi fa = 3.51 ksi Fb = 46.20 ksi fb = 22.49 ksi Cm = 1.00 fa/Fa = 0.09 Eq H1-3 may be used Eq H1-1 NA Eq H1-2 NA Eq H1-3 0.57 Tube OK Bearing Capacity of Structural Fill Imin= 8.00 in Soil Bearing Capacity = 1500.00 psf Capacity = 4.59 k OK MAX LOAD TO SMART JACK = 4312LB 3.5 IN DIAMETER SMART JACK TUBE WITH 0.165 IN. THICK WALL AND MAX HEIGHT OF 4FT 1-1/4 IN DIAMETER SOLID THREADED ROD WITH MAX HEIGHT OF 3 IN 21 IN SQR X 8 IN DP CONC FOOTING EMBED THREADED ROD A MINIMUM OF 3/4 IN INTO CONFINING RING AND THREADED INSERT City of Wheat Ridge SFA Design Group, LLC 0 PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING PS118-003 PROJECT DATE Glazer Residence Underpinning 1/17/2019 SUBJECT BY Foundation SuoDortworks FS288BL Bracket JLD Capacity of 3/4"0 GRB7 (125ksi) Threaded Rod 11=11 D = 0.750 in Ft = 125 ksi At = 0.344 in Capacity = 42.950 kips Block Shear at %" Plate O and D to (2) TBS= 0.3(58)(3/8)(11)+0.5(58)(3/e)(2) = 93.525 kips Capacity of Weld E70 Electrodes = 70 ksi Size of Fillet = 0.188 in Length of Weld = 11.000 in Capacity of Per Inch of Fillet = 2.784 kli Capacity of Fillet = 30.627 kips Capacity of Plate At = 3.188 int Ft = 21.600 ksi T = 68.850 kips 1=0.031 in A = 0.375 in r = 0.289 in k = 1.00 I = 8.500 in kl/r = 30.0 Fa = 20.350 ksi S = 4.516 in' Fb = 27.000 ksi %" RATF 3/t6" WLLD %" PAT[ Q e — 41/4. RMAx = 15.429 kips A Limiting System Factor Fv = 14.400 ksi VALLow = 43.200 kips Results Capacity of System (2 Sides) = 15.43(2)=30.86kips (Bracket Only) [� SFA Design Group. LILc ®�PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING PS118-003 PROJECT DATE Glazer Residence Underpinning 1/17/2019 (Seismic Design Criteria IJLD ASCE 7-10 Chapters 11 & 12 Soil Site Class = ID Response Spectral Acc. (0.2 sec) Ss = 18.90%g = 0.189g Response Spectral Acc.( 1.0 sec) S1 = 6.00%g = 0.060g Site Coefficient Fa = 1.600 Site Coefficient F„ = 2.400 Max Considered Earthquake Acc. SMs = Fa -S, = 0.302g Max Considered Earthquake Acc. SM1 = F,.S1 = 0.144g @ 5% Damped Design SDS = 2/3(SMs) = 0.2029 SD1 = 2/3(SM1) 0.096g Risk Category = Il, Standard Flexible Diaphragm Seismic Design Category for 0.1 sec B Seismic Design Category for 1.0 sec B S1 < 0.75g N/A Since Ta < .8Ts (see below), SDC =© Exception of §11.6 does not apply §12.8 Equivalent Lateral Force Procedure A. BEARING WALL SYSTEMS Seismic Force Resisting System (E -W) 11. Ordinary plain masonry shear walls A. BEARING WALL SYSTEMS Seismic Force Resisting System (N -S) 11. Ordinary plain masonry shear walls CI = 0.02 x = 0.75 Structural height h„ = 15.0 ft Structural Height Limit = NL Cu= 1.700 for SD1 of 0.096g Approx Fundamental period, Ta = Ct(h„ )" = 0.152 TL = 12 sec Calculated T shall not exceed <_ C„ Ta = 0.259 Use T = 0.15 sec 0.8Ts = 0.8(SD1/SDS) = 0.381 Exception of §11.6 does not apply Is structure Regular & <_ 5 stories ? Yes Response Modification Coefficient R Over Strength Factor S2o Importance factor IQ Seismic Base Shear V Cs or need not to exceed, CS or Cs Min Cs Use Cs Design base shear V E -W 1.5 2 1.00 S^� = 0.134 R/IQ SU = 0.420 (R/I jT S"IT, N/A Tz(R/le) 0.5S11e/R N/A 0.134 = 0.134W N -S 1.5 2 1.00 Sns = 0.134 R/le Sni = 0.420 (R/le)T Sn,T, N/A T2(R/IQ) 0.5S11e/R N/A 0.134 0.134 W For T 5 TL For T > TL For S1 >_ 0.6g City Of Wheat Ridge SFA Design Group. u c STRUCTURAL i CrvL i LAND MPLANNING PROJECT NO. SHEET NO. PSI18-003 PROJECT DATE Glazer Residence Underpinning 1/17/2019 SUBJECT BY Wind Desiqn Criteria JLD Wind Analysis for Low-rise Building_Based on ASCE 7-10 INPUT DATA Roof angle 0 = 6.23 Exposure category (B, C or D, ASCE 7-10 26.7.3) Net Pressure with B Basic wind speed (ASCE 7-10 26.5.1 or 2012 IBC) V = 110 mph Topographic factor (ASCE 7-10 26.8 & Table 26.8-1) Kt = 1.00 Flat Building height to eave he = 12 ft r a, Building height to ridge hr = 15 ft Building length L = 54 ft Building width B = 55 ft Velocity pressure qh = 0.00256 Kh KCL Kd V2 = 18.43 psf where: qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299) = 0.700 Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250) = 0.85 h = mean roof height = 13.50 It < 60 ft, Satisfactory (ASCE 7-10 26.2.1) Design pressures for MWFRS p = qh [(G Cpf )-(G CPI )] Pmin = 16 psf for wall area (ASCE 7-10 28.4.4) where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298). Pmin = 8 psf for roof area (ASCE 7-10 28.4.4) G Cp r = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G Cp; = product of gust effect factor and internal pressure coefficient. (Tab. 26.11-1, Enclosed Building, page 258) 0.18 or -0.18 a =width of edge strips, Fig 28.4-1, note 9, page 301, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] = 5.35 ft Net Pressures (psf), Load Case A n ft ft to[ Load Case A (Transverse) Load Case B (Longitudinal) Basic Load Cases Roof angle 0 = 6.23 G Cpt Net Pressure with Surface 1 1 0.41 10.89 4.25 2 -0.69 -9.40 -16.03 3 -0.38 -3.67 -10.30 4 -0.30 -2.24 -8.87 1 E 0.63 14.85 8.21 2E -1.07 -16.40 -23.04 3E -0.63 -8.38 -15.02 4E -0.45 -4.92 -11.56 n ft ft to[ Load Case A (Transverse) Load Case B (Longitudinal) Basic Load Cases Roof angle 0 = 6.23 G Cpf Net Pressure with Surface 1 -0.45 -4.98 -11.61 2 -0.69 -9.40 -16.03 3 -0.37 -3.50 -10.14 4 -0.45 -4.98 -11.61 5 0.40 10.69 4.05 6 -0.29 -2.03 -8.66 1E -0.48 -5.53 -12.16 2E -1.07 -16.40 -23.04 3E -0.53 -6.45 -13.09 4E -0.48 -5.53 -12.16 5E 0.61 14.56 7.93 6E 1 -0.43 1 -4.61 -11.24 n ft ft to[ Load Case A (Transverse) Load Case B (Longitudinal) Basic Load Cases SFA Design Group. u c STRUCTURAL I CIVIL I LAND USE MANNING Gridline F Slab on Grade Frictional Resistance Slab Along This Line = No Coeficient of Soil Friction = 0.30 Length of Resisting Line = 30 ft Tributary Width of Slab = 5 it Slab Thickness = 4 in Concrete Weight = 150.0 pcf .Soil Friction VRESIST= 0lbs [Footing Frictional Resistance Along Gridline F Unpiered Portion of Gridline F = No Coeficient of Soil Friction = 0.30 Length of Resisting Line = 14 ft Dead Load Above = 1031 pif Soil Friction VRESIST= 0lbs Total available resistance along Gridline F = Olbs + Olbs = Olbs NO. ISHEET NO. �ety 01 rheas R�d9e SFA Design Group. L1l PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING IPS118-003 PROJECT 16.0 psf DATE Glazer Residence Underpinning Tributary Width = 1/17/2019 SUBJECT 1.80 ft BY Lateral Desion Loads Alono Gridline F Tributary Height = JLD Wind Base Shear Along Gridline F Loading Direction: Transverse (14.50 ft) = 218 plf Base shear = 0.134 W End Zone (1 E+4E) = 16.0 psf Zone (1+4) = 16.0 psf Tributary Width = 10.70 ft Tributary Width = 1.80 ft Tributary Height = 12.00 ft Tributary Height = 12.00 ft End Zone (2E+3E) 8.0 psf Zone (2+3) 8.0 psf Tributary Width = 10.70 ft Tributary Width = 1.80 ft Tributary Height = 3.00 ft Tributary Height = 3.00 ft a = 5.35 ft Design base shear VWIND = 2700 lbs ASD(60%o) base shear VWIND = 1620 lbs Seismic Controls 2 i J3,311 IE �E S R�a04 fD DilaOl load Case A (hnnsverse) Load Cose 8 (L.ongHudirod) ,Bask L.00d Cases Seismic Base Shear Along Gridline F RoofDL = (15 psf) (14.50 ft) = 218 plf Base shear = 0.134 W 1 st FloorDL = (15 psf) (12.50 ft) = 188 plf Trib Length = 24 ft WallDL = (39 psf) (4.50 ft) = 176 plf StemwallDL = (150 pcf) (8.00 in) (30.00 in) = 250 plf FootingDL = (150 pcf) (8.00 in) (18.00 in) = 150 plf PerpWallsDL = (39 psf) (4.50 ft) (25.00 ft) = 4388 Ib Design base shear VSEISMIC = 3752 lbs ASD(70%) base shear VsEIS= 2627 lbs •Seismic Controls Worst Case Lateral Load Along Gridline F = 2627 lbs Total Available Lateral Resistance Along Gridline F = 0 lbs Additional Lateral Resistance of 2627 lbs Required -� wa- SFA Design Group, LLC 14.3 ft (9.55B) STRUCTURAL I CML I LAND USE MANNING PROJECT NO. SHEET NO. P -Multiplier 2nd Backfill = PS118-003 PROJECT N/A DATE Glazer Residence Underpinning Lateral Resistance of 1st Backfill = 1/17/2019 SUBJECT 1 * 2853 lbs = 2853 lbs BY Concrete Backfills Along Gridline F JLD Concrete Backfill Dimensions Effective Friction Angle = 29° Passive Coefficient, Kp = tanA2*(45+0'/2) WW*ALL Ko = 2.88 nx6r cRwr Passive Pressure, Pp = 2.88 * 110 = 317 pcf -------_ — _=? ' Cohesion, c'= 1500 psf I I it Soil Unit Weight, = 110 pcf of Backfill, d = 2.0 ft 9 — OUTING ��I I��llJ Width of Backfill, w = 1.5 ft _ Depth to Backfill, r = 2.0 ft Soil Neglected = 1.0 ft Backfill Depth Below Grade = 4.0 ft Passive Lateral Resistance Acting on Concrete Backfill Passive Pressure at Base, ap' = Pp*(d+r) 317pcf * (4 ft) = ap' = 1268 psf Lateral Capacity/Pier, Rp = ((A+B)/2)*d Rp=((A+B)/2)*d=((951 plf+1902 plf)/2)*2 ft = 2853 lbs 1 f NEGLECTED Depth to Backfill - 1 ft = 1 f. Depth of Backfill d = 2 ft Lateral Resistance per Pier (Kp*y*r)*w = 951 plf Rp = 2853 lbs (Kp'y*(r+d))*w = 1902 plf ap' = 1268 psf LOADING DIAGRAM PER PIER Concrete Backfill Spacing = 14.3 ft (9.55B) P -Multiplier 1st Backfill = 1.00 Per AASHTO TABLE BELOW P -Multiplier 2nd Backfill = 1.00 (INTERPOLATION OK) P -Multiplier Other Backfills = N/A Number of Piers to Be Backfilled = 2 piers Lateral Resistance of 1st Backfill = 1 * 2853 lbs = 2853 lbs Lateral Resistance of 2nd Backfill = 1 * 2853 lbs = 2853 lbs Lateral Resistance of Other Backfills = N/A Talk 10.7.7-4.1—Pik P-Muhipll s P,,, for Mnitlpk How Shading (averaged mom Hamkpo et aL, P.M Nile t'H'NwdrTg (in the direction of Itmulll tiers. Pm loading) Rot+ 1 Rax 2 Row 3 and higher 3B 0.8 0.4 0.3 5B 1.0 0.85 0.7 Total Lateral Resistance of Piering System Total Lateral Resistance = 1st Backfill + 2nd Backfill + Other Backfills + Slab on Grade + Unpiered Resistance Total Lateral Resistance = 2853 lbs + 2853 lbs + 0 lbs + 0 lbs + 0 lbs = 5706 lbs Factor of Safety = 1.1 Allowable Resistance = 5187 lbs >2627 lbs OK City 01 wNheat Ridge SFA Design Group, us PROJECT SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING PSI18-003 3 PROJECT DATE Glazer Residence Underpinning 1/17/2019 SUBJECT BY Existing Lateral Resistance Alonq Gridline 4/5 JLD Slab on Grade Frictional Resistance Slab Along This Line = Yes Coeficient of Soil Friction = 0.30 Length of Resisting Line = 12 ft Tributary Width of Slab = 5 ft Slab Thickness = 4 in Concrete Weight = 150.0 pcf Soil Friction VRESIST = 900 lbs Footing Frictional Resistance Along Gridline 4/5 Unpiered Portion of Gridline 4/5 = Yes Coeficient of Soil Friction = 0.30 Length of Resisting Line = 12 ft Dead Load Above = 1156 plf Soil Friction VRESIST = 4163 lbs Total available resistance along Gridline 4/5 = 900lbs + 4163lbs = 5063lbs SFA Design Group, L -L.0 STRUCTURAL I CIVIL I, LAND USE PLANNING PROJECT NO. ISHEET NO. PS 118-003 I'KUJLuI DATE Glazer Residence Underpinning 1/17/2019 SUBJECT By Lateral Design Loads Along Gridline 4/5 JLD Wind Base Shear Along Gridline 4/5 Loading Direction: Transverse (12.50 ft) = 188 plf Base shear = 0.134 W End Zone (1 E+4E) = 16.0 psf Zone (1+4) = 16.0 psf Tributary Width = 10.70 ft Tributary Width = 0.30 ft Tributary Height = 12.00 ft Tributary Height = 12.00 ft End Zone (2E+3E) 8.0 psf Zone (2+3) 8.0 psf Tributary Width = 10.70 ft Tributary Width = 0.30 ft Tributary Height = 3.00 ft Tributary Height = 3.00 ft a = 5.35 ft Design base shear VWIND = 2376 lbs ASD(60%) base shear VWIND = 1426 lbs Seismic Controls 1 Load Case A (Transverse) loud Case 8 (L.aIVIdudireal) Qasic Load Cases Seismic Base Shear Along Gridline 4/5 RoofDL = (15 psf) (12.50 ft) = 188 plf Base shear = 0.134 W 1st FloorDL = (15 psf) (11.00 ft) = 165 plf Trib Length = 54 ft WallDL = (39 psf) (4.50 ft) = 176 plf StemwallDL = (150 pcf) (8.00 in) (30.00 in) = 250 plf FootingDL = (150 pcf) (8.00 in) (18.00 in) = 150 plf PerpWallsDL = (39 psf) (4.50 ft) (22.00 ft) = 3861 Ib Design base shear VSEISMIC = 7192 lbs ASD(70%) base shear VSEIS= 5034 lbs 4Seismic Controls Worst Case Lateral Load Along Gridline 4/5 = 5034 lbs Total Available Lateral Resistance Along Gridline 4/5 = 5063 lbs No Additional Lateral Resistance Required Wheat R'jdge SFA Design Group. lux STRUCTURAL I CIVIL I LAND USE PUNNING PROJECT NO. (SHEET NO. PS118-003 PROJECT DATE Glazer Residence Underpinning 1/17/2019 Lateral Resistance Along Gridline 3 Slab on Grade Frictional Resistance Slab Along This Line = Yes Coeficient of Soil Friction = 0.30 Length of Resisting Line = 18 ft Tributary Width of Slab = 5 ft Slab Thickness = 4 in Concrete Weight = 150.0 pcf Soil Friction VRESIST= 1313 lbs Footing Frictional Resistance Along Gridline 3 Unpiered Portion of Gridline 3 = Yes Coeficient of Soil Friction = 0.30 Length of Resisting Line = 18 ft Dead Load Above = 1156 plf Soil Friction VRESIST= 6245 lbs Total available resistance along Gridline 3 = 1313lbs + 6245lbs = 7558lbs SFA Design Group. LLx STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. SHEET NO. PS118-003 PROJECT DATE Glazer Residence Underpinning 1/17/2019 SUBJECT By Lateral Design Loads Along Gridline 3 JLD Wind Base Shear Along Gridline 3 Loading Direction: Transverse (16.40 ft) ---- = 246 plf Base shear = 0.134 -W End Zone (1 E+4E) = 16.0 psf Zone (1+4) = 16.0 psf Tributary Width = 10.70 ft Tributary Width = 5.70 ft Tributary Height = 12.00 ft Tributary Height = 12.00 ft End Zone (2E+3E) 8.0 psf Zone (2+3) 8.0 psf Tributary Width = 10.70 ft Tributary Width = 5.70 ft Tributary Height = 3.00 ft Tributary Height = 3.00 ft a = 5.35 ft Design base shear VWIND = 3542 lbs ASD(60%) base shear VWIND = 2125 lbs Seismic Controls +r arrtcnn[►-- KRooru Load Case A (Transverse) Load Case B (Longitudinal) Basic Load Gases 'Seismic Base Shear Along Gridline 3 RoofDL _ (15 psf) (16.40 ft) ---- = 246 plf Base shear = 0.134 -W 1st FloorDL = (15 psf) (16.40 ft) = 246 plf Trib Length = 54 ft WallDL = (39 psf) (4.50 ft) = 176 plf StemwallDL = (150 pcf) (8.00 in) (30.00 in) = 250 plf FootingDL = (150 pcf) (8.00 in) (18.00 in) = 150 plf PerpWaIISDL = (39 psf) (4.50 ft) (32.80 ft) = 5756 Ib Design base shear VsEISMiC = 8449 lbs ASD(70%) base shear VSEIS = 5915 lbs 4Seismic Controls Worst Case Lateral Load Along Gridline 3 = 5915 lbs Total Available Lateral Resistance Along Gridline 3 = 7558 lbs No Additional Lateral Resistance Required City 01 1. GENERAL STRUCTURAL NOTES: REFER TO SUBSEQUENT PLAN AND DETAIL NOTES FOR VARIATIONS AND REQUIREMENTS SPECIFIC TO REFERENCED PROJECT. NOTES ON DRAWINGS TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES. 2. DESIGN CRITERIA: BUILDING CODE CONFORMANCE (MEETS OR EXCEEDS REQUIREMENTS): 2015 INTERNATIONAL BUILDING CODE (IBC) 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) 0: U111S6L161 ROOF DEAD LOAD 15 PSF FLOOR DEAD LOAD 15 PSF BRICK WALL DEAD LOAD 39 PSF CONCRETE 150 PCF LIVE LOADS: ROOF SNOW LOAD 30 PSF FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF 3. MATERIALS: DL UNTIL STABLE BRACKET PLATES — ASTM A36 0.50 DL (MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58 KSI) 0.75 PIER TUBES — ASTM A500 GRADE B OR C UNTIL STABLE (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 55 KSI) UNTIL STABLE EXTERNAL SLEEVE — ASTM A500 GRADE B OR C 1.25 DL (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 62 KSI) 1.50 PIER CAP — ASTM A529 GRADE 50 HOLD FOR CREEP TEST (SEE BELOW) 0.04 INCHES (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 65 KSI) UNTIL STABLE ALL—THREAD ROD — ASTM A193 GRADE B7 1.00 DL (MIN YIELD STRESS, Fy = --- / MIN TENSILE STRESS, Fu = 125 KSI) 0.75 STEEL SHAPES — ASTM A36 UNTIL STABLE (MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58 KSI) UNTIL STABLE SHAFT COUPLER — ASTM A513 TYPE 5 0.25 DL (MIN YIELD STRESS, Fy = 70 KSI / MIN TENSILE STRESS, Fu = 87 KSI) SHAFT COUPLING HARDWARE — GRADE 8 BOLTS WITH NUTS HELIX PLATES (ROUND SHAFT) — ASTM A572 GRADE 50 (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 65 KSI) 4. WELDING NOTES: CONFORM TO AWS D1.1. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. 5 CORROSION PROTECTION: SACRAFICIAL DESIGN THICKNESS — CAPACITIES INCLUDE A SCHEDULED LOSS IN STEEL THICKNESS DUE TO CORROSION FOR BLACK, UNCOATED STEEL. ANCHORS ARE DESIGNED FOR 50—YEAR SCHEDULED SACRAFICIAL THICKNESS LOSS IN ACCORDANCE WITH ICC—ES AC358. 6. INSTALLATION: SYSTEM TO BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS. MINIMUM INSTALLATION PRESSURE IS TO BE DETERMINED BY THE FOLLOWING EQUATION: HELICAL PIER INSTALLATION TORQUE (FT—LB): [DESIGN WORKING LOAD] X [FS = 2] / [EMPERICAL TORQUE CORRELEATION FACTOR, KT = 9 FT-'] MINIMUM INSTALLATION DEPTH IS 10'-0a'f UNO. CONTACT ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER. 7. EXISTING UTILITY LINES: CONTRACTOR TO REPAIR UTILITY LINES THAT MAY BE DAMAGED DURING INSTALLATION. HELICAL PIER SPLICING: 8' HELICAL LEAD AND EXTENSIONS ARE TO BE MECHANICALLY SPLICED WITH GRADE 8 BOLTS WITH NUTS. 9 INSPECTION & TESTING: CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER 2015 IBC SECTION 1810.4.12. THE SPECIAL INSPECTOR IS RESPONSIBLE FOR VERIFYING AND RECORDING THE FOLLOWING: —PROJECT DESCRIPTION (ADDRESS, INSTALLATION DATE, PERMIT NUMBER) —FOUNDATION SUPPORTWORKS INSTALLER CERTIFICATION —PILE AND BRACKET CONFIGURATION —PART DESCRIPTION (PRODUCT MANUFACTURER, BRACKET TYPE, PIER TYPE, PIER OUTSIDE DIAMETER, PIER WALL THICKNESS) —PIER INCLINATION, LOCATION, DEPTH, AND INSTALLATION PRESSURE ACHIEVED LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143 (QUICK METHOD) AND 2015 INTERNATIONAL BUILDING CODE (IBC) 1810.3.3.1.9 ON 20 PERCENT OF PIERS AND WILL BE SELECTED BY THE SPECIAL INSPECTOR. AN ALIGNMENT LOAD (AL) SHALL BE APPLIED TO THE PILE PRIOR TO SETTING THE DEFLECTION MEASURING EQUIPMENT TO ZERO OR A REFERENCE POSITION. THE AL SHALL BE NO MORE THAN 10% OF THE DESIGN LOAD. INCREMENTAL LOADING SHALL BE IN ACCORDANCE WITH THE FOLLOWING SCHEDULE. TEST LOADING SCHEDULE HOLD TIME Observation letter from Engineer AL (.10 DL MAX) 0 MIN. required to be provided to Wheat 0.25 DL UNTIL STABLE Ridge Building Inspector at Final 0.50 DL UNTIL STABLE Inspection. 0.75 DL UNTIL STABLE 1.00 DL UNTIL STABLE 1.25 DL UNTIL STABLE 1.50 DL HOLD FOR CREEP TEST (SEE BELOW) 0.04 INCHES 1.25 DL UNTIL STABLE 1.00 DL UNTIL STABLE Inspection by Wheat Ridge Building 0.75 DL UNTIL STABLE 0.50 DL UNTIL STABLE Inspector required prior to backfill. 0.25 DL UNTIL STABLE 04,73 LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES WITHIN A 10 MINUTE PERIOD. IF MOVEMENT IS OBSERVED GREATER THAN 0.04 INCHES WITHIN THE 10 MINUTE PERIOD THE LOAD TEST SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES, THE PIER IS TO BE DEEPENED AND RE—TESTED, OR THE PIER IS TO BE ABANDONED AND REPLACED WITH A NEW PIER. IF THE LOAD TEST IS TO BE HELD THE PIER MOVEMENTS SHALL BE MEASURED AT 15, 20, 30, 40, 50, AND 60 MINUJES. THE CREEP VERSUS THE LOGARITHM OF TIME SHALL BE PLOTTED. IF THE CREEP RATE IS LESS TITAN "• City of 0.080 INCHES BETWEEN 6 AND 60 MINUTES, THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUC� `1�lheat �i CommuNm DEVELOPMENT HELICAL PIER TEST PRESSURE (PSI): [DESIGN LOAD] X 1.5 / 9.62 IN2. DO NOT PLACE PIERS IS ZONE W10 DIRECTION FROM ENGINEER S /zzi' 15 NO PIER PLACEMENT ZONE SCALE: NTS APPROVED DO NOT FRO Mw" WWAt Thr isu m a of a permit or approve! and compufariom shaft nat be a pernst 1w,, or an appror C 0 NTRAGT9 R/ t;< * Ow bwlding code or of any cty EOR IF Bf °11°dtp to worate or Cana► thr pra CRACK I S°d�it'Eg�'IV�n�e city short not a rar�aL SPAN BETWEEN FOUNDATION BRACKETS 5fa SFA Design Group, LLC 9070 SW Washington Square Dr., Suite 505 Portland, Oregon 97773 1813 Rutan Dr., Su14 C, Uvermore, CA 90551 1911 S 706th Strea6 Seatlle, WA 99168 p: 503.601.8311 w sf dg. m U z Z z _Z M J a 0 0 0C/)O Z Q U F- WWLLi U C) _j W m - p LO OC �NQ C%) LU t W Q L W Ld N In 0 GENERALNOTES ONS to ret"Ffu"w JLD DATE: O1-17-2019 SHEET NO: S1.1 Zo Ls :ON 133HS 6L03 -LL -LO 31b'4 air :A8 03A03H0 air :A8 NMV84 air :AS 03N!DIS34 £00-8 L ISd :ON 103rOHd l SN0ISIA38) S310N 1V83N30 N m m D M M Cn Cn 0 0 y Z C mcri)m n C7 � Z C o M r W W z Z 88NB YM'9'W16 W9YL 8 CNL LKIB Y�'�MI'YN^8 `�U rNM BNY Rll8+0PRPx'd ON -% ovbB =T MB BSOB om 'dnoi-3 u6lso0 VjS gm lis •swa}! pappagwa Jay}o Jo; a}DUIPJOOD PUD SbUIMDJp IDJn}Da}IyDJD 'bu!gwnld 'IDD!J}Dala 'IDD!UDyDaw O} Ja;aJ IIDyS JO}DDJ}UOD •a}aJOUOD UI 6uIDDId aJO;aq Swa}! pappagwa IDJn}DnJ}S—uou PUD IDJn}DnJ}S Jay}0 PUD SJOgOUD 'IDIJa}Dw }u!Of uo!SUDdxa GODId ui aJnoas PUD UO!}!sod :SW31l 030038W3 .q DaS 1N 13V o} UJJOJUOO :0NIdnD ONd 0NIl0fld1SN00 0N10V-1d ONIIONVH •�•V DaS LN 10b' o} LUJ0iUO0 :MMI30 ONt/ ONIXIW 0NI6f1St/3W 'D,} SL•0 aq IIDgs S•Z'�'Z DaS Ul pa}DDIPUl y}6uaJ}s }daoxa Z•2•Z DaS o} wJo}uoo IIDyS SwJ03 }o IDnowad saIJOssaDDd wJo3 PUD iJOMUJJod Z DaS 102 10tf 01 UJJ0juo0 :>id0MW803 -- -- l 8Z OOSZ ID!}uap!sad suo!}opuno3 (�) O!}Dd (gDUI) (SAD4) (!sd) }uo0 0/M Jbbv a6y }sal 0NINIA00 Jld xDW xDW y}6u9J}S NIW uol}Dool adAi JagwaW S1N343dM03d N0IS30 XM 30 318b'1 •Molaq algD} ay} ui x!w gDDa JOI SUblsap x!L.0 }!wgnS Z• 1 •-V DaS 102 10d Aq paJlnbaJ SID}}!wgns IID ap!AOJd :mviiIW8f1S •saJn}x!wpD PUD Ja}DM 6u!xlw 'sa}DbaJ66D 'SIDIJa}Dw snoilquawao Jo} s}uawaJlnbaJ JOS SIDlJa}DW 1 •Z't DaS 1H 10b' o} uuJo}uo0 :SWld31VV4 saJn}x!W a}aJouoO ti DaS LOC 10b' of wJo}uo0 :S3dniXlW 313dON00 saouaJa}ad W1SV PUD 10V p940919S q}!M (102 10b') G19JOU00 IDJn}onJ}S Jo} suo!}DD!l!oadS pJDPUD}S„ '(O1)Sl—dS 'IDnuDw aouaJa}ad P1a!3 10y }o Adoo D aOl;}o pla!} s JO}DDJ}UOO u! daay{ :30N3d333d 01313 •„a}aJDUOO 61 Ja}do40 081 (2) a}aJ0UO0 IDJn}onJ}S Jo} suo!}DD!}!oadS„ 01-10� 10d (Z) ' 11—M 10b' y}!M aOUDPJODDD ul paDDld PUD paxlw aq IIDgs a}aJouoo Ilb' (1) :o} UJJo}uo0 :S0W0NbiS 30N3d333d 313a0NOO 30VId-NI-1SVO J1 Jay}DaM Jo q}JDa o} pasodxa a}anuoO y}JDa }sU!DbD }sDD a}aJDUOD T7•2T algDl '102 10d PUD L'L061 uo!}DaS 081 woJ} s}uawaJlnbaJ JaAO0 bUIM0IIOJ ay} o} UJJo}uo0 :d3A00 313d0N00 '}uawaDJo}u!ad 6UIDDId„ '9'L061 DaS 081 04 wJOJUOD IIDyS SaouDJalo} bUQDld •„}uawaDDld„ Z'2'2 DaS 'L02 10`d o} wJo}uo0 :0NM9d '}uawaDJo}u!aJ Og apDJ6 '90Ld W1Sb' ap!noJd PUD bU!plaM,, 'Z•Z'Z'2 DaS ' L0� 10d o} wJo}uoo 'pazlJoy}nD uayM •paz!Joy}nD ssalun paP1aM aq }ou IIDyS SJD8 :0NI013M IDnuDW 6ull!D}aO 10d„ 99—dS 10d PUD '„uol}DDIJgDd •Z•Z•� DaS '[02 10b' o} wJ0lUo0 :N0liV3ld8`d3 •SJDq paUJJo}ap '09 apDJO 'S 1911 W1Sd SJD8 6u!DJOJUlad :Sldld3i`d1N •s}Joddns }UawaDJOlUIaJ PUD }UawaDJo}UIaJ j0 }Uawaoold JO} SUOI}DDOI pug suo!suawlp uol}DDIJgDj bu1Mogs sbuIMDJp bu!DDid }!wgnS • SbU!MDJp PUD D}Dp 'slD}}!wgnS,, DaS L0� 10b' o} wJo}uo0 :S1d111W8f1S '-V1—d812 10`d PUD t1—m 10b (9) a}aJDuoO„ '61 Ja}dDgo 081 (5) „laa}S 6u!OJo}u!ad — apo0 6ulplaM IDJn}onJ}S„ -V' l0 SMV/ISNV (-V) aDlpJDPUDS }O IDnuD—dSW ISdO (�)}DDJd }uawaoJojulad a}aJOU00 }0 6ull!D4aO PUD SI!D}aO„ 66-512 10`d 6ulpnlou! 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CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPANCIES BETWEEN FIELD CONDITIONS & THOSE SHOWN IN THESE DOCUMENTS PRIOR TO CONSTRUCTION TYR ..77- I II{ I I' I L (F) CONC SLAB F' I ?Pd GRADE i i I E) FOUNDATION/I SCALE: 1/8"=1'-0" (E) CRAW: r� 1171 PIER/E/O WINDOW 1'-0" I 3• INDICATES (E) CONC STEMWALL ON (E) CONC FOOTING (CONTRACTOR TO VERIFY 8"Wx2'-6"H (E) CONC STEMWALL AND 1'-6"Wx8"DP (E) CONC FOOTING MIN TYP (NOTIFY ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER)) I � I ' EQ ci TYP N I�I I r'71 LJ \J 2/S4.2 1'-9"SQx8"DP CONC FTG W/ (2) #4 EA WAY AT BOTT TYP F - L0 1 S4.2 TYP 2'-0" EQ EQ 2'-0" 2/S4.2 9 1151 1141 X131 - cruia_ 16 12 /', C14 b1i1111 1101 / � I EQ EQ r, EQ EQ 1,-0„ PIER/(N) SMARTJACK LAYOUT PLAN 4. INDICATES (E) TAPERED CONC STEMWALL FOOTING (CONTRACTOR TO VERIFY 12"Wx1'-6"DP (E) CONC STEMWALL FOOTING MIN TYP (NOTIFY ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER)) 5. \ j INDICATES (N) CONC BACKFILL PER DETAIL 2/S4.2 ((2) TOTAL) 6. � x/sx.x SECTION CUT - DETAIL NUMBER/SHEET NUMBER 7. (R) INDICATES LOCATION OF FSI 288 HELICAL PIER W/ FSI FS288BL FOUNDATION BRACKET PER DETAILS ON S4.1 ((23) TOTAL) HELICAL PIER INSTALLATION NOTES: • MAX LOAD TO ANCHOR = 9,027 LBS • 2.875"0 PIPE PILE W/ 0.276" THICK WALL • 3.5"0x48" LONG PIPE SLEEVE W/ 0.216" WALL • 0.375" THICK 10/12" HELIX W/ 1/4" FILLET WELDS EACH SIDE OF HELIX TO PIER • MINIMUM 10'-0" INSTALLATION DEPTH & 3,000 FT -LB INSTALLATION TORQUE 8. O INDICATES LOCATION OF SMARTJACK ((3) TOTAL) SMARTJACK INSTALLATION NOTES: • MAX LOAD TO SMARTJACK = 4,312 LBS • 3.50"0 PIPE W/ 0.165" THICK WALL • RI/2x5x0'-6" ASTM A36 TOP PLATE • 11/4"0x3" MAX LONG THREADED ROD INSERT • R1/2x31/2x0'-31/2" ASTM A36 PLATE W/ 3.13"0x0.187"WALLx3/4"LONG ASTM A53 CONFINING RING • R0.850"x12x1'-0" AISI/AA 356.0-T6 CAST ALUMINUM BASE 9. PIER SPACING SHALL BE AS INDICATED ON PLAN (6'-0" OC MAX) UNO 10. MAX UNSUPPORTED FOUNDATION SPAN SHALL BE 6'-4" MAX (4'-0" MAX AT GRIDLINE A) 11. CONTRACTOR TO NOTIFY ENGINEER OF RECORD IF (E) FOUNDATION CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS 12. ALL CONSTRUCTION MATERIALS ON PLANS, ELEVATIONS & DETAILS ARE (N) UNO Ufa SFA Design Group, LLc "9020 SW Washington Square Dro Suile 505 p001.d. 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FOUNDATION BRACKET PER PLAN NOTE: N REF PLAN FOR LAYOUT & INSTALLATION REQ'S (N) HELICAL PIER TO (E FSI HELICAL PIER & EXTERNAL SLEEVE PER PLAN FOUNDATION DETAIL SCALE: 1 "=1'-0" (E) WALL SHEATHING (E) EXTERIOR SURFACES (SAWCUT AS REQ'D) ((E) EXTERIOR GRADE AS OCCURS) 0 N (E) WALL FRAMING (E) FLOOR SHEATHING -X� L(E) FLOOR FRAMING (PARALLEL AS OCCURS) ° �� (E) CONIC STEMWALL JI (E) INTERIOR GRADE Kil, 11-I I A I I-_ ° ITI- 1'-6"0 ��� �•• � 1111 G • ,'' • � 11111 i -SFA Design Group, LLc 1111111/ •► — ',����=1912 S 146th Sim' S-1,,WAS8168 n ---— (E) CONIC FOOTING (CHIP FLUSH W/ STEMWALL AS REQ'D) FOUNDATION BRACKET PER PLAN CONCRETE BACKFILL CENTERED ON PIER TUBE INSTALLED FLUSH W/ FOUNDATION BRACKET (f'c=2500 PSI MIN) FSI HELICAL PIER & EXTERNAL SLEEVE PER PLAN NOTE: REF PLAN FOR LAYOUT & INSTALLATION REVS (N) HELICAL PIER TO (E) FOUNDATION DETAIL SCALE: 1 "=1'-0" U z d ° Z z 1 41 J a �o o 4 0 U) � Q U F— U W �Q� cn Lu LLLI m I° 0 a C/) d�i a ° ° I ala Id W d ui P Io ° ° a- ° dl° I°d °. 1'-6"0 ��� �•• � 1111 G • ,'' • � 11111 i -SFA Design Group, LLc 1111111/ •► — ',����=1912 S 146th Sim' S-1,,WAS8168 n ---— (E) CONIC FOOTING (CHIP FLUSH W/ STEMWALL AS REQ'D) FOUNDATION BRACKET PER PLAN CONCRETE BACKFILL CENTERED ON PIER TUBE INSTALLED FLUSH W/ FOUNDATION BRACKET (f'c=2500 PSI MIN) FSI HELICAL PIER & EXTERNAL SLEEVE PER PLAN NOTE: REF PLAN FOR LAYOUT & INSTALLATION REVS (N) HELICAL PIER TO (E) FOUNDATION DETAIL SCALE: 1 "=1'-0" rnv,ic.,I iw: PSI18-003 DESIGNED BY: JLD DRAWN BY: JLD CHECKED BY: JLD DATE: 01-17-2019 SHEET NO: S4.2 U z Z z — Z_M J a �o o 0 U) � Q U F— U W �Q� cn Lu LLLI m 0 L C/) W fr W aL W ui N a- � rnv,ic.,I iw: PSI18-003 DESIGNED BY: JLD DRAWN BY: JLD CHECKED BY: JLD DATE: 01-17-2019 SHEET NO: S4.2 cuts :ON 133HS 6 [OZ -L l- LO :31da air :A9 GDA03HO air W3 NMVHU air :AS (13NDIS3a £00-8 l ISd ON 103rOdd L SNOISIA3a J S-IIt113a 831d N m � m D D N m C/) y Z mcri)m C7 � Z � O 0 D � r CA) z Z n G) wooeaw•� llce/esaos a BS186 tlM'eWeas'laa+1,5 41414 5 ZL6L 15SK tl]'e+ownNl � aV.nS'+0 uel^tl £lot £ZZ[fi uo6a+0'11-Wd SOS _S'-q._bS uo18u14eeM MS OZ06 ar u6isa4 \VjS` els ,,O-,[=,,[ :3WOS -iIvl3a WavaNno=i Mdld 63d IA331S IVN2131X3 N 2 31d IVO1331 NVld d3d 13ADVd8 NOIldaNnod 9N11003 ONOO (3)--� \-30V 9 NO 8Vf S (3) ONIVgVdJ 7VM (3) 2L -VO ''l� m; ;--I Ol H31d IV31-13H IN S,012J NOliVl]dlSNl 2R 1navi dOJ NV]d 33 1 310N (SdnOOO sv 3avio dM31X3 (3)) (0,031 sv 1nomvs) S3o`d3NnS dOld31X3 (3) ONIHMHS IIVM (3) „0-, l=„ l :31`d3S -lIvl3a A3NWIH3 (3) 011131d IV31-13H (N) NVI EADVdG NOIIV( Wd d1d 31ONV 1331S (0,038 S`d HSn33 dIHO) ONIl00d —/ k3NWIHO ONOO (3) ,l3NWIHO (3)—/ NOWWOO NI Sino-nvo X103 z -vs/ l J3d 7 S,03d NOliV-nViSNl v 1nomi 2103 Mdld 33d ' l :310N \—(0,03 1 sv 1nomvs) sdn000 SV 3aedo No OVIS ONOO dOld31X3 (3) (E) FLOOR SHEATHING (E) FLOOR FRAMING �(E) BEAM 350TP U/4x4x0'-4" W/ MIN ) #12x3" WOOD SCREWS 100ATR THREADED ROD MBED THREADS MIN 3/4 f0 COLLAR) 350TI THREADED INSERT SJ350 SMART JACK TUBE (CUT TO LENGTH) SJ350BP BOTTOM V/4x31/2xO'-31/2" ON SJAFTG CAST ALUMINUM BASE V/8x12x1'—o" /—(E) GRADE a a z ° \—CONC FOOTING PER PLAN J 3" CLR TYP SIZE & REINF PER PLAN N) SMART JACK AT (E) WOOD BEAM SCALE: 1 "=1 '-0" j �� • ,ISI � SFA Design Group, LLc U z z z — Z cf) J cr 0 0U 0 Z) Q O U U W () (n J LU (1 W m cr C) Lf) CJS W w � Cc � 2 Q W Ljj N a- 4� SMARTJACK DETAILS REVk; t0NS PROJECT NO: PS118-003 DESIGNED BY: JLD DRAWN BY: JLD CHECKED BY: JLD DATE: 01-17-2019 SHEET NO: S4.4 ► City of Wheat Ridge Residential Roofing PERMIT - 201704292 PERMIT NO: 201704292 ISSUED: 07/18/2017 JOB ADDRESS: 4205 Balsam ST EXPIRES: 07/18/2018 JOB DESCRIPTION: Residential Re -roof to install Owens Corning Duration Storm Antique Silver asphalt shingles with 25.4 sq. *** CONTACTS *** OWNER (303)463-4437 GLAZER SHAWN E SUB (303)242-8444 Jerod Raisch 090053 Metro Construction Inc *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 0325 / WHEATRIDGE VIEW BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 14,633.19 FEES Total Valuation 0.00 Use Tax 307.30 waALID Permit Fee 283.55 = ** TOTAL ** 590.85 *** 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. Roof inspections for ROOFS OVER 6/12 PITCH: 3rd party inspection will be required, the 3rd party inspection report will be collected at final roof inspection performed by City of Wheat Ridge. If report is not available the final inspection will not be completed. 'It, I i� 4� PERMIT NO: JOB ADDRESS: JOB DESCRIPTION: City of Wheat Ridge Residential Roofing PERMIT - 201704292 201704292 ISSUED: 07/18/2017 4205 Balsam ST EXPIRES: 07/18/2018 Residential Re—roof to install Owens Corning Duration Storm Antique Silver asphalt shingles with 25.4 sq. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable 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, ermit. I fort er attest that I am legally authorized to include all entities named within this document as parties to the work to be perprmed and th all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. 7 -z1 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, po Flans 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 maybe 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 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 holders in ify the Buildin d Inspec 'on Services Division in accordance with established policy of all required inspections and shall n eor t ut written approval of such work from the Building and Inspection Services Division.6. The issuance or grantsa permit shall not be cons d to be a permit for, or an approval of, an violation of any provision of any applicable code or any ordinance or regulation 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. Dane Lovett 2ot7o4��a From: no-reply@ci.wheatridge.co.us Sent: Monday, July 10, 2017 3:18 PM To: Permits CommDev Subject: Online Form Submittal: Residential Roofing Permit Application Categories: Dane 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 and due to the volume of requests, time to process varies and is subject to change. 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. 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? �A)/ (. How many dwelling units Single Family Home LJ G Fp�r�. are on the property? PROPERTY INFORMATION Property Address Property Owner Name Property Owner Phone Number Property Owner Email Address 4205 N Balsam St. Kirk & Shawn Glazer 3034634437 Field not completed. I 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 Contractor's License Number (for the City of Wheat Ridge) Contractor Phone Number Metro Construction Inc. 090053 3032428444 Contractor Email Address katieespy@mymetroconstruction.com Retype Contractor Email Address DESCRIPTION OF WORK Are you re -decking the roof? Description of Roofing Material Select Type of Material: If "Other" is selected above, describe here: How many squares of the material selected above? Does any portion of the property include a flat roof? If yes, how many squares on the flat roof? katieespy@mymetroconstruction.com No Owens Corning Duration Storm Shingles, Color: Antique Silver Asphalt Field not completed. 25.4 Yes v 7.5 TOTAL SQUARES of all 25.4 V roofing material for this project 2 Provide additional detail Tear off all the way to decking and replace house roof with OC here on the description of Duration Storm shingles. Standard slope is 4:12 and Flat slope work. (Is this for a house is 1:12 or garage? What is the roof pitch? Etc) Project Value (contract 14633.19 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 Jerod Raisch Email not displaying correctly? View it in your browser. 3 ROOFING CONTRACT FCS Fully Insured-� License #: 0011452 BBB. Owner: 4 L Property Address: q AJ Metro Construction, Inc. metru mr, 2420 Alcott St. 3 Policy #: Denver, 0211 8 8 CONSTRUCTION T: 303.242.2. 8444 I F: 30&935.2606 Vent — Akminum — SfvgleOver — all or linear ft mymetroconstruction.com ROOFING CONTRACT FCS Fully Insured-� License #: 0011452 BBB. Owner: 4 L Property Address: q AJ Insurance Provider: Phone #: Fax #: City: State: Zip. 3 Policy #: Claim #.OqSsvS Phone: — y Adjuster: Vent — Akminum — SfvgleOver — all or linear ft Email: "Z 4i Payment: El Check/Cash ❑ Credit Card ❑ Finance SCOPE OF WORK TO BE PERFORMED BY METRO Estimated schedule: from to Millie: Valleys: High: — Y N Sleep:Y _ N — Clpsed —Open Vent — Akminum — SfvgleOver — all or linear ft Eave: V ✓ Drip edge: KY — N _TuaNe — T.I. _<P. _ Heater C01W. Rake: Roof: Dnp edge: 4/ Y — N High: _/y N Asphalt _ — Other Mfg: Underlayment Life: OMW. Gutters: VY _ N Felt _ 15 _ 30 — other _ Alunimm _ Galvanized _ Plastic _ Primeftnt atl a Rrvear tt The following are not covered t1y Owner's insurance: S t%� The following are up -grades or additions: The following will have a manufacturer's warranty: Motes: I AK L If initialed by buyer, then the oonti price is contingent upon insurance approval, and the buyer is only responsible for his/her deductible. When the insurance carrier agrees to pay the claim for damage to the property, then the buyer agrees to allow METRO CONSTRUCTION, INC. to perform all repairs prescribed by the insurance company s adjuster report By reference, said adjuster's report and estimate becomes and here is a part of this contract. N you plan to use the proceeds of a property and casuatty insurance policy to pay for Metro's work, Metro cannot pay, waive, rebate or promise to pay, waive, or rebate all or any part of any insurance deductible that is applicable to the insurance claim for payment for work on the property. Insured Project Estimate: $ . The actual amount will be determined by your insurance carrier, and such amount may be supplemented from time -to -time as the work progresses and when insurable damage is determined. 3pcC t+:5,6 ow I q g j �. Q�G v cD% Total Amount for Your Uninsured Project, supplemental work and upgrades: $ Deposit amount $ (your deducible) + $ Metro shall hold your payments in trust until Metro has delivered materials to, or performed a majority of the work on, your property. Initial: Metro may bill me via email. Metro may send a copy to: my insurance company my mortgagee. I hereby attest, and my signature signifies, that I have read, understand and agree to all of the terms and conditions expressed on this and the reverse sides of this contract document Owner signature 4411, Date & Time "' / 'Tf % Consultant Approved By ttetro C��_�;4/- Date & Time Approval If Page 1 of 2 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: AII / J Job Address: Permit Number: 2 �l f, q Z , v ❑ No one available for inspection: Time t AM Re -Inspection required: No r When corrections have been made, call for re -inspection at 303-234-5933 D/,L Inspector: Date: f` Z DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division rO (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 9 Job Address: � 2 ()T Qlf Permit Number: w ❑ No one available for inspection: Time , ` kYPM -Inspection required: fY No 0 �51— *When corrections have been made, call for re -inspection at 303-234-5933 Date:( �37 Inspector: j l� DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE �(303) Building Inspection Division (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION (NOTICE Inspection Type: o T Job Address: �_/20512_15C11 5_ - Permit Number: J 04--"-")a , 5 � 2 ❑ No one available for inspection: Time -,z r k_ A1VI/PM Re -Inspection required: fYe' s No When corrections have een made, call for re -inspection at 303-234-5933 Date: �Zf Inspector DO NOT REMOVE THIS NOTICE • # =g# wqi M 'i . 0000000 &2L Date: Plan # Pennit # 66��� (please print): aggo l l 6 Phone: 19 (if different than property address) Squares BTU's _ Gallons __ Amps Sq Ft. PUSL ; is . . ♦ A— P 15' unpain t street, it and " ri vate landscape r t� Saw Wit, Excavation, P lumbers, Laborer Pipe & Fittings, B i B i tffl Compaction, Standard Asphalt Patch up to , Concrete Replacement up to 50sqft, Clean Up, Haul Away, Permit and Inspection. AD items included it ' 99 q 194W BOX Shoring, Utility Confl i ri ` ter Systems t � t G ro und Move men (Acts Nature) ...n SU BTOT A L .n. T HANK T;: PLEASE 5 Y r, a T HIS AMOUNT INCLUDEV tRlS h e , 8tU w l.Abs Y1 `x'x 4n+d, to"M, " re�4d 3�t � �s5+*i^k< f .� �i tii:g %FY4,m�w+ �e`�a �a �,y t, 4205 Balsam St. Wheat Ridge CO 80033 August 6, 2008 City of Wheat Ridge Code Enforcement, Property Inspector Kristy Shutto My dear Ms. Shutto ; This is a formal response to the warning issued on August 6, 2008. First of all I am not a person as defined in the WHEATRIDGE Municipal Code. We are sovereign members of the KiKiAll nation not a Person, Firm, Corp. or any Officer or Employee thereof and therefore not subject to the WHEATRIDGE MUNICIPAL CODE as declared by the COLORADO SUPREME COURT. A Colorado Open Records Act Request (CORA) dated July 7, 2008 was submitted to your office. NO legal opinions were requested. A response from a law firm did not answer the CORA. It was a request for legal statute. As a member of the Federal Bar #7604, I have already extensively reviewed both Colorado State law and Wheat Ridge Municipal Code and can find NO provisions requiring a homeowner to obtain a permit for a non - habitable structure such as a fence or shed. As a legal expert I am no neophyte at interpreting the law Therefore; I regarded your lack of response, and lack of knowledge of the law as a tacit authority to proceed as if no such Statues exists. As I have discussed with your predecessor Chad Root, that Title 5 of the Wheat Ridge Municipal Code states a homeowner is required to obtain a permit ONLY for construction which affects the structural integrity of a habitable structure. The sections quoted in the warning, letter even if they were part of the Wheat Ridge Municipal Code, have not been published, or promulgated, or made available for public inspection with finding guides by the city and thus cannot be enforced. Even if they were, Title 5 of the WHEAT RIDGE Municipal code would take precedence. Either provide the statutory authority that states the code you are attempting to enforce (Sec 26.) supersedes Title 5 of the Wheat Ridge Municipal code and your authority to enforce your code on a sovereign member of the KiKiAIlus nation and not a person or remove this warning and cease and desist this harassment forthwith. Yours Sincerely: Dated; August 6 2008 uA Rigs f q RECEIVED L AUG 0 u 2008 Per From: Kurt Riggin, and Shawn Glazer 4205 Balsam St. Wheat Ridge CO 80033 Requestor: Shawn Glazer, and Kurt Riggin Public Disclosure Act Request to City of WIIF.AT RIDGE and CITY PROPERTY INSPECTOR Kristy Shutto Nature of this request: This request is made under the Colorado Open Records Act CRS 24 -72- 201 to 24-72 -309, in pari materia 5 USC 552, 552a., to discover documents and information relative to possible litigation involving CITY of WHEAT RIDGE, and ongoing litigation involving Maryann George. Mr. Riggin, and Ms. Glazer requests that the parties to whom this request is directed answer fully and in writing each of the Requests and serve said answers at the mailing address found at the top of this page within thirty (I0) days of the date of service /receipt. For purposes of these CRS24 -72 -201 to 24-72 -309 Requests, including the sections marked "Definitions: and General Procedures," the following terms shall have the meaning set forth below: 1. The term " Requestor" means only Riggin, Kurt and Glazer, Shawn 3. "And" or "or" means "and/or", with the singular form deemed to include plural and vice versa. 4. "Document" or "documents" means writings of every kind and character pertaining to the designated subject matter, including, without limitation, the original and a copy, regardless of origin or location, of any book, pamphlet, periodical, letter, memorandum, file, note, diary, calendar, newspaper, magazine, statement, bill, invoice, order, policy, telegram, correspondence, summary, receipt, opinion, investigation statement or report, schedule, manual, fmancial statement, audit, tax return, articles of incorporation, bylaws, stock book, minute book, agreement, contract, deed, security agreement, mortgage, deed of trust, title or other insurance policy, report record, study, hand written note, map, drawing, working paper, chart, paper, draft, index, tape microfilm, data sheet, data processing card, computer printout, e-mail, computer program, check, bank statement, passbook or other written, typed, printed, photocopied, dittoed, mimeographed, recorded, transcribed, punched, taped, filmed, photographic or graphic matter, however produced, to which you have or have not had access. 5. "He" or any other masculine, feminine, or neuter pronoun means any individual, regardless of sex or entity to whom the Request otherwise would apply. 6. "Identify" or "Identity" means: (a) When used with reference to a natural person, his or her full name, present home address, present business address, present home and business telephone number, present or last known position and business affiliation at the time in question. (b) When used with reference to an entity, such as a partnership (either general or limited), joint venture, trust or corporation, to state the full legal name of such entity, each name under which such entity does business, the entity's telephone number and the identity of the chief operating officer, manager, trustee, or other principal representative. (c) When used with reference to documents, to state specifically: PUBLIC DISCLOSURE ACT REQUEST Page 1 of CRS 24 -72 -201 in pari materia 5 USC 552, 552a. (i) The type of document involved (e.g., letter, interoffice memorandum, etc.), together with information sufficient to enable the location of the document such as its date, the name and addressee and the name of any signor, the title of the heading of the document and its approximate number of pages; and (ii) The identity of the custodian or other person last known to have possession of the document, together with the present or last known location of the document. 7. "Relating to" means pertinent, relevant or material to, evidencing, having a bearing on, or concerning, affecting, discussing, dealing with, considering or otherwise relating in any manner whatsoever to the subject matter of the inquiry. 8. "You" means each of the agencies or departments and each of your directors, officers, agents, employees, attorneys and representatives. GENERAL PROCEDURE These Requests have been served upon you. They are to be answered under oath within ten (10) days of the date of service in the manner provided by the Public Disclosure Act CRS 24 -72 -201 to 24 -72- To: City of WHEAT RIDGE CITY PROPERTY INSPECTOR Kristy Shutto Request for Disclosure: 1. Copy's of the City's financial documents, including but not limited to the Comprehensive Annual Financial reports going back seven years. 2. All documents relating to the statutory authority found in the WHEAT RIDGE MUNICIPAL CODE to mandate a home owner in the city to obtain a permit for a non - habitable structure (such as a fence or shed). 3. All documents relating to the statutory authority to enforce an International code in the city of WHEAT RIDGE without publishing it in the municipal code, promulgating it, or making it available for public inspection with finding guides as required by law. 4. A copy of Title 5 of the WHEATRIDGE MUNICIPAL CODE, and the statutory authority for Title 26 to supersede title 5 of the municipal code. This concludes this request under Colorado Open Records Act CRS 24 -72 -201 to 24- 72-309 in para- Materia with 5 USC. 552, and 552A. I, Kurt Riggin, and Shawn Glazer, do hereby declare under penalties of perjury under the law of Colorado State, that I believe this request is for those items subject to disclosure under CRS 24 -72 -201 to 24-72 -309.1 am the party entitled to discover the requested information and this is my signature: Shawn Glazer MD. I MK Rig id,Tggg Date: August 6 2008 PUBLIC DISCLOSURE ACT REQUEST Page 2 of 2 CRS 24 -72 -201 in pari materia 5 USC 552, 552a. PROVIDE SUCH INFORMATION BY SUPPLEMENTAL ANSWERS STATE OF OLO STATE BOARD OF LICENSURE FOR ARCHITECTS, PROFESSIONAL ENGINEERS, AND PROFESSIONAL LAND SURVEYORS Charles H. Adams, Program Director 1560 Broadway, Suite 1350 Denver, Colorado 80202 Phone (303) 894 -7800 Fax(303)894 -2310 TTY: Dial 711 for Relay Colorado wwwAora.state.co,us /aes August 1, 2008 Kristy Shutto 7500 W. 29" Ave. Wheat Ridge, CO 80033 RE: Complaint — Case # 2009- 000362 Dear Ms. Shutto: Department of Regulatory Agencies D. Rico Munn, Executive Director �OFco� Division of Registrations y � ~ o Rosemary McCool, Director Business and Technical Section Angeline Kinnaird Linn, Section Director Bill Ritter, Jr. Governor The Colorado Board of Licensure for Architects, Professional Engineers, and Professional Land Surveyors received your complaint against Kurt Riggin on July 11, 2008. I have requested that Mr. Riggin respond to your allegations within the next thirty days. Upon receipt of his response, the Board will review all of the available information and determine whether there is sufficient evidence of a license law violation to proceed with any formal disciplinary action. I will notify you in writing of the Board's decision. If you have any questions, please contact Merrick Lipp at merrick.lipp @dora.state.so.us or 303 -894 -7775. Sin Carmena Minor Enforcement Analyst Enclosure: Advisory Notice to Complainants WBusiness and TechnicaMrchitects, Engineers 8 Surveyors\Enforcement Case Managment \30 Day Letters \Complaint Rcvd Shutto (Kristy) vs Riggin.doc Colorado Department of Regulatory f,,,, ncies 1 Division of Registrations 560 Broadway, Suite 1350 Denver, CO 80202 Advisory Notice to Complainants The boards and programs within the Department of Regulatory Agencies, Division of Registrations ( "Division ") are legally authorized to take licensure and disciplinary action relating to individuals' licensure status. Disciplinary action may be taken only where an individual has violated the statutes and rules governing that individual's profession. Please be advised that the Division's boards and programs operate under administration law. The Division will process your complaint administratively, but the Division is not legally authorized to proceed with a criminal case or a private civil suit. This means: 1. The Division's boards and programs are not legally authorized to impose civil remedies, such as monetary damages to compensate complainants, or to resolve fee disputes, which are civil matters. 2. The Division's boards and programs are not legally authorized to impose criminal penalties, such as jail sentences or criminal probation. 3. The mission of the Division's boards and programs is to take Itcensure- related measures to protect the public with respect to licensed professionals. The Division's boards and programs are legally authorized to seek remedies related to the license status of the licensee only when legal grounds exist for such action. 4. The act of filing complaint does not assure or imply that disciplinary action will be taken against the licensee. 5. Filing a complaint with the Division does not preclude you from filing a separate legal action. If you believe your allegations may constitute a criminal violation, please contact your local law enforcement agency regarding the procedure to file a criminal complaint. If you wish to pursue civil remedies, please consult a private attorney for guidance. Additionally, if one of the Division's boards or the Division Director determines after investigation that disciplinary proceedings should be initiated against the professional's license, please be advised of the following: . I. You will not be considered a party to this proceeding. The parties in any administrative law proceedings are the Board or Division Director and the licensee. Please note, although you are not a party to the proceeding, the Division commits to keeping You informed as the case moves through each phase of the process. 2. The role of the Board and Division Director is to determine what is necessary for public protection, and is not to advocate on behalf of an individual complainant. 3. The Boards and Division Direction are represented by Assistant Attorneys General in the state Attorney General's Office. The Assistant Attorneys General do not represent you and cannot provide you with legal advice. You always have the right to consult an attorney regarding your own legal rights and responsibilities. 4. You may be asked to provide further information in our investigation or may be called as a witness in future proceedings, in which case we look forward to your cooperation. A Board or the Division Director may be able to proceed without your testimony, depending on the facts of the case. Please keep this information with your records. COLORADO STATE BOARD OF LICEIVNSURE FOR ARCHITEC'T'S, PROFESSIONAL ENGINEERS AND PROFESSIONAL LAND SURVEYORS 1560 BROADWAY, SUITE 1350 DENVER, COLORADO 80202 PHONE: (303) 894 - 7800; FAX: (303) 894 - 7790; V/rDD: (303) 8947880 COMPLAINT FORM Please type or print legibly and return to the above address Complaint registered against: F� NAME -J 'j LICENSE NUMBER PHONE NUMBER ADDRESS CITY I STATE ZIP 1. Provide a chronological statement of your complaint including dates. If more space is needed, use reverse side or attach additional paper. 2. List names, addresses and telephone numbers of witnesses, including other professionals, on a separate sheet of paper and attach to your complaint. 3. Attach copies of all documents relevant to your complaint such as letters and other correspondence, witness statements, drawings and plats. Ifyou submit arty oversize documents, please provide five (5) copies for appropriate distribution to the Board I ATTEST THAT ALL STATEMENTS MADE BY ME IN RELATION TO THIS COMPLAINT ARE TRUE TO THE BEST OF MY KNOWLEDGE AND BELIEF. 157 SIGNATURE PRINT NAM 5rr t.1. 21�� >lkc j �C� 9Clc� �(. tf: Ct . aft C 33 ADDRESS CITY STATE ZIP 3e3 - 235- Z'{ =fl /a jc HOME PHONE WORK PHONE DATE City of MUNfTY DEVELOPAI:ENT TO: Colorado State Board of Licensure for Architects, Professional Engineers and Professional Land Surveyors. THROUGH: State of Colorado 1560 Broadway, Ste. 1350 Denver, CO 80202 FROM: Kristy Shutto, Property Inspector City of Wheat Ridge, Building Division 7500 W. 29' Ave. Wheat Ridge, CO 80033 303 - 235 -2847 DATE: 7/10/2008 SUBJECT: Misrepresenting property pun location in a City Right of Way. i There has been on -going litigation between property owners /representatives regarding a property line dispute for the past couple years. On Saturday, November 4, 2006 it was observed and photographed by Maryanne George, estate representative for 4185 Balsam St, that Kurt Riggin of 4205 Balsam Street, Wheat Ridge, CO 80033 was hammering a false property pin into the City Right of Way. Maryanne George has a journal of information, as well as the date /time of when the attached photographs of Kurt Riggin placing the property marker were taken. She can be reached on her at home at 303 - 423 -7129. It was suggested by our Engineering Department that a complaint be lodged against the individual for "working as an unlicensed Land Surveyor ". Please see the attached photos from: • 11/4/2006 (pin being placed by Kurt Riggin) • 7/1/2008 (property marker placed in City Right of Way) Please feel free to contact my office if you have any further questions. Misty Shu` , Property Inspector I m /�� / \ � � � � \° / \� m