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Home My WebLink About13-14513 � CITY OF ZEPHYRHILLS 5335-8TH STREET 14513 (813)780-0020 BUILDING PERMIT Permit Number: 14513 Address: 7898 GALL BLVD Permit Type: COMMERCIAL ZEPHYRHILLS, FL. Class of Work: NEW CONST/COMM Township: Range: Book: Proposed Use: NOT APPLICABLE Lot(s): Block: Section: Square Feet: Subdivision: ZEPHYR COMMONS Est. Value: Parcel Number: 35-25-21-0130-00000-0030 Improv. Cost: 77,111.00 Date Issued: 9/06/2013 Name: SF ZEPHYR COMMONS LP Total Fees: 1,661.76 Address: 1-2851 JOHN ST Amount Paid: 1,661.76 MARKHAM ON L3R 5R7 CANADA Date Paid: 9/06/2013 Phone: Work Desc: SHELL W/MATTRESS STORE 1450 SQ FT s . MORGAN&BURT ELECTRIC CO,INC PLUMBING FEE 59.55 MECHANICAL FEE 41.69 W H ALDERMAN PLUMBING&HEATING WATER METER RES 3/4" 348.09 FIRE PLAN REVIEW FEES 115.21 DHR MECHANICAL SERVICES ORLANDO POLICE IMPACT FEE 263.35 FIRE IMPACT FEE 253.75 PUBLIC SAFETY 5% 25.86 � . / � p� - I r�j J�% � r �/� FOOTER BOND DUCTS INSULATED SEWER MISC. ROUGH ELECTRIC LINTEL MISC MISC. 1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE-SLAB SHEATHING MISC. MISC. CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTION FEES: Reinspection fees will comply with Florida Statute 553.80(2)(c)when extra inspection trips are necessary due to any one of the following reasons: a)wrong address b)condemned work resulting from faulty construction c) repairs or corrections not made when inspections called d)work not ready for inspection when called e) permit not posted on job site� plans not at job site g)work not accessible. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management, state agencies or federal agencies. "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for improvements to your property. If you intend to obtain financing,consult with your lender or an attorney before recording your notice of commencement." Complete Plans,Specifications Must Accompany Application.All work shall be performed in accordance with Ci Codes and Ordinances. NO OCCUPANCY BEFO C.O. CONTRACTOR IGNATURE PERMIT OFFI R P'ERMI EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER NOTICE OF DEED RESTRICTIONS: The undersigned understands that this peRnit may be subject to"deed"restnctions" which may be more restrictive than County regulaUons. The undersigned assumes responsibility for compliance with any applicable deed restrictions. UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES: If the owner has hired a contractor or conVactors to undertake work,they may be required to be licensed in accordance with state and local regulations. If the conVactor is not licensed as required by law, both the owner and conVactor may be cited for a misdemeanor violation under state law If the owner or intended contractor are uncertain as to what licensing requirements may apply for the intended work,they are advised to contact the Pasco County Building Inspection Division—Licensing Section at 727-847- 8009 Furthermore, if the owner has hired a conVactor or contractors, he is advised to have the contractor(s) sign portions of the"contractor Block"of this appiication for which they will be responsible. If you,as the owner sign as the contractor, that may be an indication that he is not properly licensed and is not entitled to permitting privileges in Pasco Counry TRANSPORTATION IMPACTNTILITIES IMPACT AND RESOURCE RECOVERY FEES: The undersigned understands that Transportation Impact Fees and Recourse Recovery Fees may apply to the consVuction of new buiidings,change of use in existing buildings, or expansion of existing buildings, as specified in Pasco County Ordinance number 89-07 and 90-07, as amended. The undersigned also understands,that such fees,as may be due,will be identified at the time of permitting. It is further understood that Transportation Impact Fees and Resource Recovery Fees must be paid prior to receiving a"certificate of occupancy"or final power release. If the project dces not involve a certificate of occupancy or final power release,the fees must be paid prior to permit issuance. Furthertnore, if Pasco County Water/Sewer Impact fees are due,they must be paid prior to permit issuance in accordance with applicable Pasco County ordinances. CONSTRUCTION LIEN LAW(Chapter 713,Florida Statutes,as amended): If valuation of work is$2,500.00 or more,I certify that I, the applicant, have been provided with a copy of the "Florida ConsVuction Lien Law—Homeowner's Protection Guide"prepared by the Florida Department of Agriculture and Consumer Affairs. If the applicant is someone other than the"owner�,I certify that I have obtained a copy of the above described document and promise in good faith to deliver it to the"owner�prior to commencement. CONTRACTOR'S/OWNER'S AFFIDAVIT I certiTy that all the information in this application is accurate and that all work will be done in compliance with all applicable laws regulating construction,zoning and land development. Application is hereby made to obtain a permit to do work and installation as indicated. I certify that no work or installation has commenced prior to issuance of a permit and that all work will be performed to meet standards of all laws regulating conskruction, Counry and City codes, zoning regulations, and land development regulations in the jurisdiction. I also certily that I understand that the regulations of other govemment agencies may apply to the intended work,and that it is my responsibility to identify what actions I must take to be in compliance. Such agencies include but are not fimited to: - Department of Environmental Protection-Cypress Bayheads, Wetland Areas and Environmentally Sensitive Lands,Water/Wastewater Treatment. - Southwest Florida Water Management District-Wells, Cypress Bayheads, WeUand Areas, Altering Watercourses. - Army Corps of Engineers-Seawalls,Docks,Navigable Waterways. - Department of Health 8 Rehabilitative Services/Environmental Health Unit-Wells, Wastewater Treatment, Septic Tanks. - US Environmental ProtecGon Agency-Asbestos abatement. - Federal Aviation Authoriry-Runways. I understand that the following restrictions apply to the use of fill: - Use of fill is not allowed in Flood Zone"V"unless expressly permitted. - If the fili material is to be used in Flood Zone "A", it is understood that a drainage plan addressing a "compensating volume"will be submitted at time of permitting which is prepared by a professional engineer licensed by the State of Florida. - If the fill material is to be used in Flood Zone "A" in connection with a permitted building using stem wall construction,I certify that fill wili be used only to fill the area within the stem wall. - If fill material is to be used in any area, I certify that use of such fill will not adversely affect adjacent properties. If use of fiil is found to adversely affect adjacent properties,the owner may be cited for violating the conditions of the building permit issued under the attached permit application, for lots less than one(1) acre which are elevated by fill,an engineered drainage plan is required. If I am the AGENT FOR THE OWNER,I promise in good faith to inform the owner of the permitting conditions set forth in this affidavit prior to commencing consVuction. I understand that a separate permit may be required for electrical work, plumbing, signs, wells, pools, air conditioning, gas, or other installations not specifically included in the application. A permit issued shall be consVued to be a license to proceed with the work and not as authority to violate,cancel,alter,or set aside any provisions of the technical codes,nor shall issuance of a permit prevent the Building Official from thereafter requiring a correction of errors in plans,construction or violations of any codes. Every permit issued shall become invalid unless the work authorized by such permit is commenced within six months of pertnit issuance,or if work authorized by the permit is suspended or abandoned for a period of six(6)months after the time the work is commenced. An extension may be requested, in writing,from the Building Official for a period not to exceed ninety(90)days and will demonstrate justfiable cause for the extension. If work ceases for ninety(90)consecutive days,the job is considered abandoned. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO Y UR PROPERTY. IF YOU INTEND TO OBTA INANCING,CONSULT WITH YOUR LENDER OR AN TTOR FORE RECORDING YOUR NOTI O NCEMENT. FLO IDA JURAT(F.S.117.03) / J OWNER O EN � CONTRACTOR ubscnbe ,Q�to o affi e�)+before(�;e t y}, � Su s ribed and swor (or affirme )be,fPre e this 2`��C�ayO� ' '� O� y K-�C�Y� C��vl C�C�� 2�' Y*0.1��k�� C�Ye:r� Pf'\Y\�� ;. Jd"a�Yrp�,�, Wh i s f are persor�II known to me or has/have produced ho' e erso�I��r l t o�e or has/ha dent fcat on. V:)��,�'�r��'°`� a r• ��or� �.�C�.J�, 7'l�(�(p(.p 57 asident'fiication �-� �� `� .e��9i`=��o��`Q�� . ^ °�.'_��° l��N% I _� n � �� ',, I ��t . ��e�6 V�LC�,�! � L,� �L.�C_�—C-�t-'�' Notary Public � i`�1J�k�V � � �^^'r'� Notary Pt�lic g�,�4,��° : f�, �� t �,"Y �1},EX : ��F�� ,. � �ommission No. — C�m``m�ission No. �� ?��r��' � ';��, ; r-xl•' �"(?L4 1 J• �.tJ��i S �.y(�v 1 V�S ��= w.,p,�, ,_F 9 t,'� �;i ame of Notary typed,printed or stamped Name of Notary typed,printed or stamped `°°o�, q� , y"�'''�� `�,os `:� �: . i �� . , ' d�j m x-, � � . -' �:a'�,,�"' •F�`6�im1�6lby'4°�'A i��OO �' c. .,> . t�'a4wx� ' ,t�� Q,,�� I�S�o � ��5�3 �� ' ��ti'y�' �,� ��r'� �� 1 ,1� �� ' tlssociates. inc. �� ` `� '' Architecture � �. ' �e�(��T@Ch Flanning . _, , Interior Desgn �., `..`. .,.. ��.a a��Q .�..�.� ..... ..._ _.___.._--- - -- April 14,2014 City of Zephyrhills Buildin�Department 5335 8 Street Zephyrhills,Fl. 33542 Att. Building Department Re: Zephyr Commons Outparcel Building 7988 Gall Blvd. Zephyrhills,Fl. 33542 � To whom it may concern, This letter is to let you know that our firm has visited the Site and reviewed it for compliance with our approved design and construction documents. It is our position that this building satisfies our design intent and complies with the requirements set forth during the design review process with the City of Zephyrhills. Should you have any questions,please contact our office. Sincer , �___v Carlos Cardoso VP of Architecture Design Tech International Assoc. Inc. Page 1 14125 Northv✓est 30`" Avenue, Suite 303 Miami Lakes, Florida, 33016 (786) 235-9097 Shell 7898 Gall Blvd- 1450 sq ft-total sq 9601 SQ. FEET PRICE MAIN OR LIVING. 1,450 $ 53.18 106.36 valuation only half OTHER AREA UNDER ROOF� - $ 88.00 OTHER: - $ - VALUATION $ 77,111.00 FEE SHEET $ 397.00 ADDRESS $ 30.00 DRIVEWAY $ 30.00 BUILDING: $ 464.94 � � ELECTRICAL: $ 89.33 PLUMBING: $ 59.55 MECHANICAL: $ 41.69 SUB-TOTAL $ 655.50 TOTAL S 655.50 SEWER: will pay at build out WATER: will pay at build out IRRIGATION: $ - TOTAL: a - WATER METER: $ 348.09 3/4 meter-� IRRIGATION METER $ - FIRE DEPARTMENT FEES PLANS TOTAL: $ 115.21 �� INSPECTION TOTAL: n/a PERMIT TOTAL n/a TOTAL: S 115.21 PUBLIC SAFETY IMPACT FEES i � POLICE $ 263.35 $163 per 1000 sq FIRE $ 253.75 $175 per 1000 sq 5% $ 25.86 TOTAL: E 542.96 SUB-TOTAL $ 1,661.76 PARK IMPACT FEES n!a SIF'S: n/a 100.0% $ - 1.0% $ - TOTAL: T I F'S: $5746 per 1000 sqft per Developer 99% $ - tifs will be paid at buildout 1% $ - TOTAL: $ 1,661.76 CITY OF ZEPHYRHILLS UTILITIES WORK ORDER WATER ACCOUNT NO.: DATE: Sep 6,2013 OWNER/RENTER/BUSINESS:SF Zephyr Commons Lp CONTACT PERSON: Richard Heinkel MAILING ADDRESS: 7898 Gall Blvd PHONE NUMBER: 828-667-4180 Zephyrhills, FL 33542 EMAIL ADDRESS: SERVICE ADDRESS: 7898 Gall Blvd SHUT OFF SERVICE �X �X WATER TURN ON SERVICE ❑ ❑ SEWER INSTALL METER ❑X ❑ GARBAGE READ METER ❑ ❑X IN CITY CHECK MEfER ❑ ❑ OUT CITY OTHER ❑ DESCRIBE OTHER: 3/4 NUMBER OF UNITS DEPOSIT AMOUNT AMOUNT LAST BILL DATE MISC. CHARGE METER: FULL 3/4 IIRRIGATION I WORK COMPLETED BY&DATE ORDER TAKEN BY: Jackie Boges COMPLEfED ORDER GIVEN BY: Revised 9/2010 Mattress Firm Plan Review Comments: 1. F.F E. shall be a minimum 8" above road elevation or to the engineered site plan. 2. Tie-in survey required before pre-slab inspection to show elevation. 3. Compaction test required. 4. All setbacks shall be met. 5. Drainage Plan Requirements must be made before pre-slab inspection. Ordinance #974-07 Section 6. 6. All glazing requirements to be met per chapter 24 of the F.B.C. 7. All means of egress are to be per chapter 10 of the F.B.C. 8. No plumbing, mechanical, electric, or framing shatl be cover with inspection first. 9. Dumpster enclosure shall be inspected and signed of by Public Works Dept. Inspection and approval shall be done before any concrete is poured. 10. R.O.W. use permit required for all driveways and all driveways to include expansion materials. 11. All handicap and A.D.A. codes and requirement shall be met. 12. All welds, if any, shall be inspected by an independent engineering company, and a copy of their report shall be given to the building department. 13. All Architectural plans must be approved by the Planning Department. 14. All plumbing, mechanical, and electric shall be separate from unit to unit. This shall include underground plumbing and electric. 15. All signage shall require separate plans and permits and be done in accordance with Ordinance No. 870-04 16. Address shall be ptaced on 301 side of building and Staples side. 17. Stormwater Pollution Prevention Plan required on site. 18. Suggest making fire wall 2 hours to satisfy future tenant requirements. 19. Separate permits required for all fire alarms, sprinklers ect.. F.F.E. — Finished Floor Elevation F.B.C. — Florida Building Code R.O.W. - Right Of Way A.D.A. - Americans with Disabilities Act , CITY OF ZEPHYRHILLS ` 5335-8TH STREET � (sis)�so-oo2o a 4512 BUILDING PERMIT Permit Number: 14512 Address: 7894 GALL BLVD Permit Type: COMMERCIAL ZEPHYRHILLS, FL. Class of Work: NEW CONST/COMM Township: Range: Book: Proposed Use: NOT APPLICABLE Lot(s): Block: Section: Square Feet: Subdivision: ZEPHYR COMMONS Est. Value: Parcel Number: 35-25-21-0130-00000-0030 Improv. Cost: 77,111.00 Date Issued: 9/06/2013 Name: SF ZEPHYR COMMONS LP Total Fees: 1,661.76 Address: 1-2851 JOHN ST Amount Paid: 1,661.76 MARKHAM ON L3R 5R7 CANADA Date Paid: 9/06/2013 Phone: Work Desc: SHELL W/MATTRESS STORE 1450 SQ FT 4. MORGAN&BURT ELECTRIC CO,INC PLUMBING FEE 59.55 MECHANICAL FEE 41.69 W H ALDERMAN PLUMBING 8�HEATING WATER METER RES 3/4" 348.09 FIRE PLAN REVIEW FEES 115.21 DHR MECHANICAL SERVICES ORLANDO POLICE IMPACT FEE 263.35 FIRE IMPACT FEE 253.75 PUBLIC SAFETY 5% 25.86 � ^ �� ' �� FOOTER BOND DUCTS INSULATED SEWER MISC. ROUGH ELECTRIC LINTEL MISC MISC. 1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE-SLAB SHEATHING MISC. MISC. CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTION FEES: Reinspection fees will comply with Florida Statute 553.80(2)(c) when extra inspection trips are necessary due to any one of the following reasons: a) wrong address b) condemned work resulting from faulty corrstruction c) repairs or corrections not made when inspections called d)work not ready for inspection when called e) permit not posted on job site f) plans not at job site g)work not accessible. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this properly that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management, state agencies or federal agencies. "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for improvements to your property. If you intend to obtain financing,consult with your lender or an attorney before recording your notice of commencement." Complete Plans, Specifications Must Acc�mpany Application.All work shall be performed in accordance with Ci Codes and Ordinances. NO OCCUPANCY BEFO C.O. C NTRACTOR SIGNATURE PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER � Shell 7894 Gail Blvd- 1450 sq ft-total sq 9601 SQ. FEET PRICE MAIN OR LIVING. 1,450 $ 53.18 106.36 valuation only half OTHER AREA UNDER ROOF: - $ 88.00 OTHER: - $ - VALUATION $ 77,11100 FEE SHEET $ 397.00 ADDRESS $ 30.00 DRIVEWAY $ 30 00 BUILDING: $ 464.94 ELECTRICAL: $ 89.33 PLUMBING: $ 59.55 MECHANICAL: $ 4169 SUB-TOTAL $ 655.50 � TOTAL S 655.50 SEWER: will pay at build out WATER: will pay at build out IRRIGATION: $ - TOTAL: S - WATER METER: $ 348.09 3/4 meter- � IRRIGATION METER $ - FIRE DEPARTMENT FEES PLANS TOTAL: $ 115.21 ... INSPECTION TOTAL: n/a PERMIT TOTAL n/a TOTAL: S 115.21 PUBLIC SAFETY IMPACT FEES POLICE $ 263.35 $163 per 1000 sq V FIRE $ 253.75 $175 per 1000 sq 5% $ 25.86 TOTAL: S 542.96 SUB-TOTAL $ 1,661.76 PARK IMPACT FEES n/a SIF'S: n/a 100.0% $ - 10% $ - TOTAL: T I F'S : $5746 per 1000 sqft per Developer 99% $ - tifs will be paid at buildout 1% $ - TOTAL: $ 1,661.76 ti'��1�� \ � ��5t3 �� 1 .. � , _ , tlssociates inc. ��1� "� ,t� '•� � Architecture �e�g�s�T@C� Planning � } ., *-:.• : n� interior Des�gn ��d�l�,c.��^l��.l..l.� _.....,.........,. -- �.,.,........,.r_.........�.__. .._ ._..�. ._ April 14, 2014 City of Zephyrhills Buildintg Department 5335 8 Street Zephyrhills,Fl. 33542 Att. Building Department Re: Zephyr Commons Outparcel Building 7988 Gall Blvd. ' Zephyrhills,Fl. 33542 To whom it may concern, This letter is to let you know that our firm has visited the Site and reviewed it for compliance with our approved design and construction documents. It is our posirion that this building satisfies our design intent and complies with the requirements set forth during the design review process with the City of Zephyrhills. Should you have any questions,please contact our office. Sincer , a-------- Cazlos Cardoso VP of Architecture Design Tech Interna.tional Assoc. Inc. Page 1 14125 Northv�est 30`ry Avenue, 5uite 303 Miami Lakes, Flerida, 33016. (786) 235-9097 ' Buildout SQ. FEET PRICE MAIN OR LIVING: 1,450 $ 53.18 106.36 valuation OTHER AREA UNDER ROOF - $ 88.00 OTHER: - $ - VALUATION $ 77,111.00 FEE SHEET $ 397 00 ADDRESS $ 30.00 DRIVEWAY $ 30.00 BUILDING: $ 464.94 ELECTRICAL: $ 89.33 PLUMBING: $ 59.55 MECHANICAL: $ 41.69 SUB-TOTAL $ 655.50 TOTAL E 655.50 SEWER: $ 1,375.20 WATER: $ 438.56 IRRIGATION: $ - TOTAL: S 1,813.76 WATER METER: $ 348.09 3/4 inch meter IRRIGATION METER $ - FIRE DEPARTMENT FEES PLANS TOTAL: INSPECTION TOTAL: PERMIT TOTAL TOTAL: a - PUBLIC SAFETY IMPACT FEES POLICE $ 263.35 $163 per 1000 sqft FIRE $ 253.75 $175 per 1000 sqft 5% $ 25.86 TOTAL: S 542.96 SUB-TOTAL $ 3,360.31 PARK IMPACT FEES SIF'S: 100.0% $ - 1.0% $ - TOTAL: _ - T I F'S : $5746 per 1000 sqft per Developers 99% Tifs at Buifdout 1% $ - TOTAL: $ 3,360.31 CITY OF ZEPHYRHILLS UTILITIES WORK ORDER WATER ACCOUNT NO.: DATE: Sep 6,2013 OWNER/RENTER/BUSINESS:SF Zephyr Commons Lp CONTACT PERSON: Richard Heinkel MAILING ADDRESS: 7894 Gall Blvd PHONE NUMBER: 828-667-4180 Zephyrhills, FL 33542 EMAIL ADDRESS: SERVICE ADDRESS: 7894 Gall Blvd SHUT OFF SERVICE ❑X ❑X WATER TURN ON SERVICE ❑ ❑ SEWER INSTALL METER ❑X ❑ GARBAGE READ MEfER ❑ ❑X IN CITY CHECK METER ❑ ❑ OUT CITY OTHER ❑ . DESCRIBE OTHER: 3/4 NUMBER OF UNITS DEPOSIT AMOUNT AMOUNT LAST BILL DATE MISC. CHARGE MEfER: FULL 3/4 � IRRIGATION I l WORK COMPLETED BY&DATE ORDER TAKEN BY: Jackie Boges COMPLETED ORDER GIVEN BY: Revised 9/2010 CITY OF ZEPHYRHILLS 5335-8TH STREET (813)780-0020 14511 BUILDING PERMIT Permit Number: 14511 Address: 7890 GALL BLVD Permit Type: COMMERCIAL ZEPHYRHILLS, FL. Class of Work: NEW CONST/COMM Township: Range: Book: Proposed Use: NOT APPLICABLE Lot(s): Block: Section: Square Feet: Subdivision: ZEPHYR COMMONS Est. Value: Parcel Number: 35-25-21-0130-00000-0030 Improv. Cost: 77,111.00 Date Issued: 9/06/2013 Name: SF ZEPHYR COMMONS LP Total Fees: 1,661.76 Address: 1-2851 JOHN ST Amount Paid: 1,661.76 MARKHAM ON L3R 5R7 CANADA Date Paid: 9/06/2013 Phone: Work Desc: SHELL W/ MATTRESS STORE 1450 SQ FT N . . MORGAN&BURT ELECTRIC CO,INC PLUMBING FEE 59.55 MECHANICAL FEE 41.69 W H ALDERMAN PLUMBING&HEATING WATER METER RES 3/4" 348.09 FIRE PLAN REVIEW FEES 115.21 DHR MECHANICAL SERVICES ORLANDO POLICE IMPACT FEE 263.35 FIRE IMPACT FEE 253.75 PUBLIC SAFETY 5% 25.86 r � � I\� � � � ��. L � FOOTER BOND DUCTS INSULATED SEWER MISC. ROUGH ELECTRIC LINTEL MISC MISC. 1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE-SLAB SHEATHING MISC. MISC CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTION FEES: Reinspection fees will comply with Florida Statute 553.80 (2)(c)when extra inspection trips are necessary due to any one of the following reasons: a)wrong address b)condemned work resulting from faulty construction c) repairs or corrections not made when inspections called d)work not ready for inspection w�hen called e) permit not posted on job site� plans not at job site g)work not accessible. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management, state agencies or federal agencies. "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for improvements to your property. If you intend to obtain financing, consult with your lender or an attorney before recording your notice of wmmencement." Complete Plans,Specifications Must Accompany Application.All work shall be pertormed in accordance with Ci Codes and Ordinances. NO OCCUPANCY BEFO C.O. CONTRACTOR SIGNATURE PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER Shell 7890 Gall Blvd- 1450 sq ft-total sq 9601 SQ. FEET PRICE MAIN OR LIVING: 1,450 $ 53.18 106.36 valuation only half OTHER AREA UNDER ROOF: - $ 88.00 OTHER: - $ - VALUATION $ 77,111.00 FEE SHEET $ 397.00 ADDRESS $ 30.00 DRIVEWAY $ 30.00 BUILDING: $ 464.94 ELECTRICAL: $ 89.33 PLUMBING: $ 59.55 MECHANICAL: $ 41.69 SUB-TOTAL $ 655.50 � TOTAL S 655.50 SEWER: will pay at build out WATER: will pay at buiid out IRRIGATION: $ - TOTAL: S - WATER METER: $ 348.09 3/4 meter- "" /��?� � IRRIGATION METER $ - FIRE DEPARTMENT FEES PLANS TOTAL: $ 115.21 INSPECTION TOTAL: n/a PERMIT TOTAL n/a � TOTAL: S 115.21 / PUBLIC SAFETY IMPACT FEES POLICE $ 263.35 $163 per 1000 sq `�� FIRE $ 253.75 $175 per 1000 sq 5% $ 25.86 TOTAL: S 542.96 S U B-TOTAL $ 1,661.76 PARK IMPACT FEES n/a SIF'S: n!a 100.0% $ - 1.0% $ - TOTAL: T I F'S: $5746 per 1000 sqft per Developer 99% $ - tifs will be paid at buildout 1% $ - TOTAL: $ 1,661.76 ��. t.l�,�' ( �S10 � ��15�3 '�� ti '>r"� � S� ��V /i�� 1 �� e�� , _ �ssaciates: inc. �� '� ` � � ` '� Architecture : � ', e�'�g�T@C('1 Flannin �.; ., ,, :f 9 ��a�� lnterior Design April 14, 2014 City of Zephyrhills Buildin�Department 5335 8 Street Zephyrhills, Fl. 33542 Att. Building Deparhnent Re: Zephyr Commons Outparcel Building 7988 Ga11 Blvd. ' Zephyrhills,Fl. 33542 To whom it may concern, This letter is to let you know that our firm has visited the Site and reviewed it for compliance with our approved design and construction documents. It is our position that this building satisfies our design intent and complies with the requirements set forth during the design review process with the City of Zephyrhills. Should you have any questions,please contact our office. Sincer , .._..� `--� Carlos Cardoso VP of Architecture Design Tech International Assoc. Inc. Page 1 14125 Northwest 80`h Avenue, 5uite 303 M�ami Lakes, Florida, 33016 (786) 235-9097 Buildout SQ. FEET PRICE MAIN OR LIVING. 1,450 $ 53.18 106.36 valuation OTHER AREA UNDER ROOF - $ 88.00 OTHER: - $ - VALUATION $ 77,111.00 FEE SHEET $ 397.00 ADDRESS $ 30.00 DRIVEWAY $ 30.00 BUILDING: $ 464.94 ELECTRICAL: $ 89.33 PLUMBING: $ 59.55 MECHANICAL: $ 41.69 SUB-TOTAL $ 655.50 TOTAL $ 655.50 SEWER: $ 1,375.20 WATER: $ 438.56 IRRIGATION: $ - TOTA�: S 1,813.76 WATER METER: $ 348.09 3/4 inch meter IRRIGATION METER $ - FIRE DEPARTMENT FEES PLANS TOTAL: INSPECTION TOTAL: PERMIT TOTAL TOTAL: a - PUBLIC SAFETY IMPACT FEES POLICE $ 263.35 $163 per 1000 sqft FIRE $ 253.75 $175 per 1000 sqft 5% $ 25.86 TOTAL: S 542.96 SUB-TOTAL $ 3,360.31 PARK IMPACT FEES SIF'S: 100.0% $ - 1.0% $ - TOTAL: S - T 1 F'S: $5746 per 1000 sqft per Developers 99% Tifs at Buildout 1% $ - TOTAL: $ 3,360.31 CITY OF ZEPHYRHILLS UTILITIES WORK ORDER WATER ACCOUNT NO.: DATE: Sep 6,2013 OWNER/RENTER/BUSINESS:SF Zephyr Commons Lp CONTACT PERSON: Richard Heinkel MAILING ADDRESS: 7890 Gall Blvd PHONE NUMBER: 828-667-4180 Zephyrhills, FL 33542 EMAIL ADDRESS: SERVICE ADDRESS: 7890 Gall Blvd SHUT OFF SERVICE ❑X ❑X WATER TURN ON SERVICE ❑ ❑ SEWER INSTALL METER ❑X ❑ GARBAGE READ MEfER ❑ ❑X IN CITY CHECK MEfER � ❑ OUT CITY OTHER ❑ DESCRIBE OTHER: 3/4 NUMBER OF UNITS DEPOSIT AMOUNT AMOUNT LAST BILL DATE MISC. CHARGE METER: FULL 3/4 IIRRIGATION I WORK COMPLETED BY&DATE ORDER TAKEN BY: Jackie Boges COMPLEfED ORDER GIVEN BY: 1 Revised 9/2010 . � CITY OF ZEPHYRHILLS 5335-8TH STREET (si3)�so-oozo 14510 BUILDING PERMIT Permit Number: 14510 Address: 7886 GALL BLVD Permit Type: COMMERCIAL ZEPHYRHILLS, FL. Class of Work: NEW CONST/COMM Township: Range: Book: Proposed Use: NOT APPLICABLE Lot(s): Block: Section: Square Feet: Subdivision: ZEPHYRCOMMONS Est. Value: Parcel Number: 35-25-21-0130-00000-0030 Improv. Cost: 77,111.00 Date Issued: 9/06/2013 Name: SF ZEPHYR COMMONS LP Total Fees: 1,661.76 Address: 1-2851 JOHN ST Amount Paid: 1,661.76 MARKHAM ON L3R 5R7 CANADA Date Paid: 9/06/2013 Phone: Work Desc: SHELL W/MATTRESS STORE 1450 SQ FT 4 4. AL . MORGAN&BURT ELECTRIC CO,INC PLUMBING FEE 59.55 MECHANICAL FEE 41.69 W H ALDERMAN PLUMBING&HEATING WATER METER RES 3/4" 348.09 FIRE PLAN REVIEW FEES 115.21 DHR MECHANICAL SERVICES ORLANDO POLICE IMPACT FEE 263.35 FIRE IMPACT FEE 253.75 PUBLIC SAFETY 5% 25.86 `1 �` I \� , ,�SJ � L I LA FOOTER BOND DUCTS INSULATED SEWER MISC. ROUGH ELECTRIC LINTEL MISC MISC. 1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE-SLAB SHEATHING MISC. MISC. CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTION FEES: Reinspection fees will comply with Florida Statute 553.80 (2)(c) when extra inspection trips are necessary due to any one of the following reasons: a)wrong address b)condemned work resulting from faulty construction c) repairs or corrections not made when inspections called d) work not ready for inspection when called e) permit not posted on job site f) pians not at job site g)work not accessible. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management, state agencies or federal agencies. "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for improvements to your property. If you intend to obtain financing,consult with your lender or an attorney before recording your notice of commencement." Complete Plans, Specifications Must Accompany Application. All work shall be performed in accordance with Ci Codes and Ordinances. NO OCCUPANCY BEFO C.O. � CONTRACTO SIGNATURE PERMIT OFFI R PERM T EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER Shell 7886 Gall Blvd- 1450 sq ft-total sq 9601 SQ. FEET PRICE MAIN OR LIVING: 1,450 $ 53.18 106.36 valuation only half OTHER AREA UNDER ROOF. - $ 88.00 OTHER: - $ - VALUATION $ 77,111.00 FEE SHEET $ 397.00 ADDRESS $ 30.00 DRIVEWAY $ 30.00 BUILDING: $ 464.94 ELECTRICAL: $ 89.33 PLUMBING: $ 59.55 MECHANICAL: $ 41.69 SUB-TOTAL $ 655.50 TOTAL E 655.50 SEWER: will pay at build out WATER: will pay at build out IRRIGATION: $ - ToTa�: a - , � WATER METER: $ 348.0 3!4 meter- � ��7 ' , IRRIGATION METER $ - FIRE DEPARTMENT FEES PLANS TOTAL: $ 115.21 �' INSPECTION TOTAL: n/a PERMIT TOTAL n/a TOTAL: ; 115.21 PUBLIC SAFETY IMPACT FEES `� POLICE $ 263.35 $163 per 1000 sq FIRE $ 253.75 $175 per 1000 sq 5% $ 25.86 TOTAL: S 542.96 SUB-TOTAL $ 1,661.76 PARK IMPACT FEES n/a SIF'S: n/a 100.0% $ - 1.0% $ - TOTAL: T I F'S : $5746 per 1000 sqft per Developer 99% $ - tifs will be paid at buildout 1% $ - TOTAL: $ 1,661.76 �� ;�5�0 � ��5�3 � `� � , �,Yti�� ,��'� 1�5� � 1 �� e�� _ , , _ �lssociates. lnc. ��1� ' �:� �y '� Architecture �Pi�'� �T@Ch Flanning .; 3. �,.,} -. '.:�` :C �_t.l;��Q.��interior Des�gn .�..a._._._.�........... ..._ April 14, 2014 City of Zephyrhills Building Department 5335 8�'Street Zephyrhills,Fl. 33542 Att. Building Deparhnent Re: Zephyr Commons Outparcel Building 7988 Gall Blvd. ' Zephyrhills,Fl. 33542 To whom it may concern, This letter is to let you know that our firm has visited the Site and reviewed it for compliance with our approved design and construction documents. It is our position that this building satisfies our design intent and complies with the requirements set forth during the design review process with the City of Zephyrhills. Should you have any questions,please contact our office. Sincer , ��.�____ Cazlos Cardoso � VP of Architecture Design Tech International Assoc. Inc. Page 1 14125 Northwest 30`"Avenue, 5uite 303 Miami Lakes, Flerida, 33016 (786) Z35-9097 CITY OF ZEPHYRHILLS UTILITIES WORK ORDER WATER ACCOUNT NO.: DATE: Sep 6,2013 OWNER/RENTER/BUSINESS:SF Zephyr Commons Lp CONTACT PERSON: Richard Heinkel MAILING ADDRESS: 7886 Gall Blvd PHONE NUMBER: 828-667-4180 Zephyrhills, FL 33542 EMAIL ADDRESS: SERVICE ADDRESS: 7886 Gall Blvd SHUT OFF SERVICE ❑X ❑X WATER TURN ON SERVICE ❑ ❑ SEWER INSTALL MEfER ❑X ❑ GARBAGE READ METER ❑ ❑X IN CITY CHECK MEfER � ❑ OUT CITY OTHER ❑ DESCRIBE OTHER: 3/4 NUMBER OF UNITS DEPOSIT AMOUNT AMOUNT LAST BILL DATE MISC. CHARGE MEfER: FULL 3/4 IIRRIGATION I WORK COMPLETED BY&DATE ORDER TAKEN BY: Jackie Boges COMPLETED ORDER GIVEN BY: Revised 9/2010 Buildout SQ. FEET PRICE MAIN OR LIVING: 1,450 $ 53.18 106.36 valuation OTHER AREA UNDER ROOF - $ 88.00 OTHER: - $ - VALUATION $ 77,111.00 FEE SHEET $ 397 00 ADDRESS $ 30.00 DRIVEWAY $ 30.00 BUILDING: $ 464.94 ELECTRICAL: $ 89.33 PLUMBING: $ 59.55 MECHANICAL: $ 41.69 SUB-TOTAL $ 655.50 TOTAL S 655.50 SEWER: $ 1,375.20 WATER: $ 438.56 IRRIGATION: $ - TOTAL: 5 1,813.76 WATER METER: $ , 348.09 3/4 inch meter IRRIGATION METER $ - FIRE DEPARTMENT FEES PLANS TOTAL: INSPECTION TOTAL: PERMIT TOTAL ToTa..: a - PUBLIC SAFETY IMPACT FEES POLICE $ 263.35 $163 per 1000 sqft FIRE $ 253.75 $175 per 1000 sqft 5% $ 25.86 TOTAL: S 542.96 S U B-TOTAL $ 3,360.31 PARK IMPACT FEES SIF'S: 100.0% $ - 1.0% $ - TOTAL: S - T I F'S: $5746 per 1000 sqft per Developers 99% Tifs at Buildout 1% $ - TOTAL: $ 3,360.31 CITY OF ZEPHYRHILLS 5335-8TH STREET � ` (si3)�so-oozo 14509 BUILDING PERMIT Permit Number: 14509 Address: 7880 GALL BLVD Permit Type: COMMERCIAL ZEPHYRHILLS, FL. Class of Work: NEW CONST/COMM Township: Range: Book: Proposed Use: NOT APPLICABLE Lot(s): Block: Section: Square Feet: Subdivision: ZEPHYR COMMONS Est. Value: Parcel Number: 35-25-21-0130-00000-0030 Improv. Cost: 404,274.36 Date Issued: 9/06/2013 Name: SF ZEPHYR COMMONS LP Total Fees: 27,523.33 Address: 1-2851 JOHN ST Amount Paid: � 17,958.25 MARKHAM ON L3R 5R7 CANADA Date Paid: �i 9/06/2013 Phone: Work Desc:� BUILD OUT MATTRESS STORE 3801 SQ FT W/4 SHELLS � 1, 1. 5. MORGAN&BURT ELECTRIC CO, INC PLUMBING FEE 210.45 MECHANICAL FEE 147.32 W H ALDERMAN PLUMBING&HEATING SEWER CONNECTION COMMERC � 1,375.20 WATER CONNECTION COMMERC -- 438.56 DHR MECHANICAL SERVICES ORLANDO WATER METER RES 3/4" Y348.09 FIRE PLAN REVIEW FEES 115.21 POLICE IMPACT FEE 516.94 FIRE IMPACT FEE 665.18 PUBLIC SAFETY 5°/a 59.11 TRAFFIC IMPACT FEE 1% .-� 218.41 TRAFFIC IMPACT FEE 99% --21,622.13 (�,' I � `� I 7 �;,�� f 5 -�r,�� 5 5� '(f�t�.l�n � i ��3_i 3 _ --r----- �Qa�d �� iz, Z�s� � �-� .�� b5 � -��j� � �� _ � � �_ �' ` ` �' - ° �a�'� �,,�-.�� wa� �ccl v��l,o� : `� , � (� • 3 ,� � . �3�� cl� ��.�c�� I L FOOTER BOND DUCTS INSULATED SEWER MISC. ROUGH ELECTRIC LINTEL MISC MISC. 1ST ROUGH PLUMB PRE-METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE-SLAB SHEATHING MISC. MISC. CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTION FEES: Reinspection fees will comply with Florida Statute 553.80 (2)(c)when extra inspection trips are necessary due to any one of the following reasons: a)wrong address b)condemned work resulting from faulty cor�struction c) repairs or corrections not made when inspections called d)work not ready for inspection when called e) permit not posted on job site� plans not at job site g)work not accessible. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management, state agencies or federal agencies. "Warning to owner: Your failure to re�cord a notice of commencement may result in your paying twice for improvements to your property. If you intend to obtain financing,consult with your lender or an attorney before recording your notice of commencement." Complete Plans,Specifications Must Accompany Application.All work shall be pertormed in accordance with Ci Codes and Ordinances. NO OCCUPANCY BEFO C.O. / CONTRAC R SIGNATURE PERMIT OFFI R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPEE'TION CALL FOR INSPECTION - 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER (�C`I V�Qt� l4�Si Y `'�'�, �y� � �5 t\ � , ��Sr� � S �'�� , ��-_l� �/1��i �� 5`:,� �:�° . �ssociates. lnc. " Architecture � �e�g�TGC�T Pianning ;; -. � � interior design ��..� -- April 14, 2014 City of Zephyrhills Buildin�Department 5335 8 Street Zephyrhills,Fl. 33542 Att. Building Department Re: Zephyr Commons Outparcel Building 7988 Gall Blvd. Zephyrhills,Fl. 33542 To whorn it may concern, This letter is to let you know that our firm has visited the Site and reviewed it for compliance with our approved design and construction documents. It is our position that this building satisfies our design intent and complies with the requirements set forth during the design review process with the City of Zephyrhills. Should you have any questions,please contact our office. Sincer , �--- Carlos Cardoso � VP of Architecture Design Tech International Assoc. Inc. Page 1 14125 Northv✓est 8U`h Avenue, Suite 303 .Miami Lakes, Flcrida, 33016 (736) �35-9097 r , . I I IIIIIIIIIIIIIIIIII�IIIII�IIIIIIIIIIIIIIIIIIIIIIII�I `\ � 2013133864 ` - - - - Rcpl:1547g29 Rec: 10.00 DS: 0.00 IT: 0.00 09/04/13 D. Bonilla, Dpty Clerk wmai►a. ��o No — -- .. NCTK:E OF COIBIENCEMENT Srg�m f�on�w Coioayot pASto 711E IMIDERSIGNED Iw�Ey yiw�otiwlpK t�qroNrtrnt w11 bs m�ds m oertrtri red propsty.ad In aaadsiros wMh Clrptx 71�,flo�WS St�ws. Urc bOoiMlq trrtotlnellon h ryoNdd fn Wb Wotlos af CAmne�iammt 1. D�wiptlon d Pmysrpr:Paroel Idp�atlan No, 3�f -a s- a�- o�3 0 - cooa�.- o0 3n su�,e�: 7$gt� C±atl .8toi� 2�Tf�,;IIS� F1� �3541 2. Genaaioa■ai�mmatr�orerneK To constrLet a 960n af h+�lding�1 th r 1-tpn s�ite improvements 3. Ow�»r IMafnatlon ar Uaoa tJwnrlbn f t!r Lssa�oot�traqad fortla�t SF 2evhyr Commous LP ! 400 Clen�'2Ys St. Ste 201 West Palm Beach FL I ��: F�.. s�►ec 4� Ga s� wm.a Fae sa�w r+iwmr. i (n�«a�rean owmreme�eou.� i e. � Heinkel Constr.uction Inc � �° !� 1200"1tYdgefield Blvd. Ste. 145 Ashville � ' i1d°'�' 828-657-4180 �'' � icdrretlo�a TNakp�deo No.: , S. S�amy: wams nedran �, � � Mnunt a eooa s rekvlwne w.: � LaiMer. t�l iMMY' '00 �K� L4v.1�+'�a,tt, ��.. �.T�.►�.: 9sN- 76a-q,31t1 °y � ' Pse.raw�nns7,��,'En ure s�teac a Floride de�ion�ed M N.o�r won wnom noboes a axw momMls m.y ee.avsa e.vroNd�d M Jei�re�y Prroadts�muh.: , wm. 400 Clema-.tis St. Ste 201 West Palm Beach FL � 561-578-8700 �`'' �°'° Tdeptcne Mmbar ot Daaipumd Pason: e, u„�,b„m�.w,�� Marisol Costa, 2851 John St. Ste 1, a_ MaYlcham, ON L3 R SR7 eo ra�re e oopy a�np ue�or:xauoe m powaed M secuon��a.�x�Hni.Floia.s�ea. TM�plwneNumb�rdPraonorEMll�rO�NprwtedOyOwnx; 905-968—�,122. 9. E�qWdion dale d Noibe d Comrnenoanent lIM a�Uatlan 0qe m�y not bs Defas IM aompMtlan of•atu4uClon an0 ftnd peym�n![o IM , mntramor�bLL wi9 E�ons yw Aeml�e AW of�soaednp ulea�6lwrd d�s b tpadhd). WARMIX'TO OMIl�R: MIY PAYhENT3 61ADE BY THE OWMER AF7ER 1HE£i�IRA710N OF THE N0T10E OF COMMENCEMFNi ARE COWSlD6iED IMPkOP6t PAYMENlB tA'�6i CWIP7FR713 PART�1 SEC71qiTt8.i9. FLOWpA STAIIJiES AND CNi ttE&ULT IN YOUR PAYING TNRCE.FOR IhPHOVEtiE1iTS TO VWbt PROP�RTY, A Np71C8 ov c�cd,r�t n�sr eE FECOROED MD POSTED.ON THE JOB.SITE BEfOtiE TFff FIRST INSPECTION.IF YOU INiFJ�'TO 08TAM1 FlN4Nf�N6.CONSULT WITH VOINt LENDER OR AN ATfORNEY BEFORE COA6dENCMG WORK OR RE YOUR NDi10E OF CAb6ENf�diENT u�a.,p«,.�,a i awa.a,a i n.Me reea msroro�rq raaoe a ar aas s�w nwem ee ru.m ms esu d""'��°� SF Zephyr o o LP, a Florida limited Partnership 3TATEOFFLORIDA - by its General ��P� ` �a ,,�� Partner, SF Zephyr Commons GP LLC, a Robe t S. ee Manager Florida limited ��ra� � �s� liability company oaom�aosa nera.m.mu 3 eey o��_,zo�oY RebGr fi G►vl�2Y1 es bMr��c+a�G!` (�rvs ot eaArax e.a.omoe►.en�tee..um,ap b rxp rw S F ��'' �►o hS GP VvC �rw�e a o.ny o��q� �Inm .,�on�, �;��:;. ��Qav��,D �sw� c�.l. d�la�.u�� t,>;�Qt).��'�C(��.,. rype or ia�ax+�euo�rloa�oee t��-� t�ll .�� \�.�� .. _ ,.,},; --- - - ```�� s `M�� ', ;?;. _ -- ti�.'� pAULA 5 0'NEIL�Fh 0 PASCO CLERK d COMPTROIL£R _ �._ � �! 3��m 1 0 20� ��. . ��- -• K. - 09/04/13 � 9 - ,; , !-� ..�` ' OR BK � P� _. 'r� '• -�� . �'-;; �1i1� • .�t��.'- ,�� `%�`Z,�i.`��1>} , �`.\ � 'i�� ,�,i ��oic� :�f.- --� 3.�� ' ' • r�'Q' ST�3�� ,� �.�Rt�rA, COUNTY QF PAS� � THIS '.: '{'�':'=.':'!iFY Ti-!r';T 1"NrE FOfaF_GC�lidv IS A y • G TRUE,�iv�� C;C%nRECT G�JPY CF TH� DJGIJ�JlENT � � � %1 GN FILE 0�,:.�jF PUBLIC REi.U'�'"D IP�THiS OF'FtCE � y„t, ,,�4,.,�f„f,` W17 a:S M1' HAND AND UFF�CIAL F_kl_THlS � * � ., ��4 � �:'� DAY OF L� ��r?.' ° 't->— � � 1,�_., . * Pp,l,)LP,.`' O'NCf�. CLE K&, OMPTROLLER \"� 188��..� * � . BY__�,� __ ` J��-'�� '-=R✓ ��' � � �' �AF FLUR� Mattress Store-3801 sq ft-7880 Gall Blvd-Heinkel Construction Inc SQ. FEET PRICE MAIN OR LIVING: 3,801 $ 106.36 OTHER AREA UNDER ROOF• - $ 88.00 OTHER: - $ - VALUATION $ 404,274.36 FEE SHEET $ 1,403.00 ADDRESS $ 30.00 DRIVEWAY $ 30 00 BUILDING: $ 1,491.06 ELECTRICAL: $ 315.68 PLUMBING: $ 210.45 MECHANICAL: $ 147.32 SUB-TOTAL $ 2,164.50 TOTAL S 2,164.50 � SEWER: $ 1,375.20 WATER: $ 438.56 IRRIGATION: $ - TOTAL: S 1,813.76 � �—`-�- WATER METER: $ 348.09 3/4 meter �Op�GG� � IRRIGATION METER $ - FIRE DEPARTMENT FEES PLANS TOTAL: $ 115.21 INSPECTION TOTAL: n/a PERMIT TOTAL n/a TOTAL: S 115.27 PUBLIC SAFETY IMPACT FEES POLICE $ 516.94 $163 per 1000 sq '� FIRE $ 665.18 $175 per 1000 sq '� 5% $ 59 11 TOTAL: $ 1,241.23 SUB-TOTAL $ 5,682.79 PARK IMPACT FEES n/a SIF'S: n/a �} 1 Z'� 100.0% $ - b �'.�' ��, 1.0% $ - �s•� �t�+ 1 1`p' 1 TOTAL: ' �`•L�L `(J��-- �� '3 � Q�• �',o. ��c1 �'�c5 C l�� T I F'S: a 21,840.54 $5746 per 1000 i sqft per DevelOper 99% $ 21,622.13 Z 5D,(.,du�, Ult �Rn- �;,.Ck ct� �S, t-�(vt�• I� 1% $, 218.41 �' � E3a I cv,ce �I b 3 f$�� I Q �3c�3 QP p�•�k.- TOTAL: $ F�,5�3.33 0� P°W '�;r:.e b.�14.•��.. -�'z�, �q�.s� � CITY OF ZEPHYRHILLS UTILITIES WORK ORDER WATER ACCOUNT NO.: DATE: Sep 6,2013 OWNER/RENTER/BUSINESS:SF Zephyr Commons Lp CONTACT PERSON: Richard Heinkel MAILING ADDRESS: 7880 Gall Blvd PHONE NUMBER: 828-667-4180 Zephyrhills, FL 33542 EMAIL ADDRESS: SERVICE ADDRESS: 7880 Gall Blvd SHUT OFF SERVICE ❑X OX WATER TURN ON SERVICE ❑ ❑ SEWER INSTALL METER XO ❑ GARBAGE READ MEfER ❑ �X IN CITY CHECK MEfER ❑ ❑ OUT CITY OTHER � DESCRIBE OTHER: 3/4 NUMBER OF UNITS DEPOSIT AMOUNT AMOUNT LAST BILL DATE MISC. CHARGE METER: FULL 3/4 � IRRIGATION I WORK COMPLETED BY&DATE ORDER TAKEN BY: Jackie Boges COMPLEfED ORDER GIVEN BY: Revised 9/2010 � � o 0 b . u°�, °` � °o �° o .p �n ,� r Z � o ^ C 0 0 � o° OO °� �° o° °oo° o° °oo° ° oo° °oo° o° °o °oo° o° o° o a N O O o O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O, O O O O O O O O O O O O O O O O O O A O O O O O O O O O O O O O O O O O O'O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O � W y K A 1 , � W �p � � � Q � � A A A N N N N N N N N N N N j O � \ O O O O � � � � O O O O O O N N N N N N N N N N `- y O� � W W W W O � � � � � O O O O O O A A N N N N N N N '�"� d a O O �• .'� r.. r. �C Ct w W , O� �A N N N N N � ..-. � fD C � � � r � � b �y Q. v' � � � w � � w � � � � � � � c�i cfDi � c�i � ci � C io b � � �b � � 'i7 y7 �7 y7 '�7 `G 'ti � � o � -+ -, � � � �. .P w c� �. .p �' � � v. ? � � � � � � � � ?: � ic c~o c~c �� o o d �' °° ° � � � �' � ° `^^, � � cnP�' � o- �. a � � �. i� �' o- �. � .fD, .� �. �' o � � x- �. � c� co cg c� cy o �• o • �• po � � �' � � � � � � � 3 � �o "� t� o cc y � io io � w `� � w �' ° N c�' �, C� �'b v tJ 'C 'o � Op �-f �-t � X. ,n�, 00 � w ,.0�. .�7 n n n fw7 (�S '�O 'C ►�. � �o N y y � 5 � �t tt 5 o cc co co c� co w p, o � � � � w a?, � w � N t�"i � ^ "• � cfDO c�DO c�DO � "T� '�1 p � .�. e�.r .��. e�wi �-wi ?� .J�. y Vi Vi VJ VJ CD CD �� ' ' , m m 5 �� i � � ('D y N ! �� I � � � � / � � � � WwWWW , � � � N A A � A A tn oo � A N w p' J� N N Oo Oo Oo Oo Oo �O A A tn oo � .*a U Oo � A tn Oo � W A 01 N N N N tn N Y �l O C O C O ln w A � O �n •-• •-• �O �O A �+- �D �D J� � �l W O� tn Cn Cn V� � W �''� � �O �O �O �O �O V� w w W 1A Q� O O� O� V� W �O � ch� ""' �O �O A tn 00 tn w w W w � � O /��., N V� 00 tn �O �O C/� W W p� U W W O� (J� W �O O O� 00 V�i (�i� l�i� U � W C7 `.J �ov� ww A � � � � � � � Q � 0 o � S � � � � n � � � � � � n � � � n � � � n � � � � c� � � � � � � � � � � � �, �� %� pxzz � z :� :vzpzzppz � ppr'�. pxpp ?� x :vxpz :v :v � zz � 0 0 ° o °o °a � .°� �° O� o° °o °oo° o° o° ° ° ° ° ° 000000 '�• 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0° o° o° °o ° o 0 0 0 0 0 0 0 �.f p 0 O O O O O O O O p � O O O O O O O p � O O O O O O O O p � N N N N N N N y �U � � O O O O O O O O O O O O O O O O p � O O O O O O O O p p O O O O O O O O p W � �''� N w w w W W N N N N N N N N N N N N N N N N N N N N N N W O O O O p p � � � � O O O O O p � O O O O O O O O p � O O O O O O O O O � W W N N N N N N N x � ~ ~ ~ O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O �V � C � � � � w � � � � � � � � � � � �c � �cwa� czwarara� a� coa� �� c � c � y g � � ^n � .ti � o N o = 3 �' � 3,' �w � � � 5 5 5 5 5 0 � °' aan. n. ar.iaaa � � o o � c� ;' o 0 �y ,..j o .� � � � � � o0 00 00 ov o0 00 00 00 00 5' S' �' S' S' �' S' S' • � � •.� •.� � o' �' O � � :° � � `� � � � � � 'ti -d -d �o �v -obbbbbbbbbbb � �� w w w w �� A � � � � � � � � � � � � � � � � � � � � � � � `� �p � � w W w w � m v� v� v, in ri'"'i fn v� rn fn ri, in r�^, r�Ri in in � � � �� k � N f�D (p � � •��• •-�• w w w w �; v,� � � w � � ti ti � � c�o 0 0 � � ti y 0 0° w `° � m C7 OfQ ee •° ° eZ ° oo r. o A � � � � � U � i�+ j„� W w y O � m . o� � � o °< a�i � a m= � � N �'J O m * O � � T 1�, � h � � '0 W� -� q h � �' O � � � � � � m � � � � � fD `G � !n VJ� �, O O � � � � � O � r c�n � � O �`a',, u�� o 'b � N N W � rv � i � O � •: tp � � Q� � W � d r � � Q �7 fD L!l (Q r S W `< :■ O rt� � � ❑ 0 C � N (L] � � C LJ'I � '�-► C7 � Q v � O m w � o � w � � � � � W o O � m .�. w ' '! V1 m n x � = Z W ('mj D N � s Z O � R � � � * $ �' y D �� N � � C1i O � _, C � Z �A � N s � Jacqueline Boges From: Jacquetine Boges Sent: Monday, March 17, 2014 2:33 PM To: 'Richard Heinkel' Subject: RE: Heinkel -Zephyr Commons AFTER GOING BACK THROUGH PERMIT FILE FOUND..... HAVE CREDIT FOR (5 )--WATER METERS THAT WERE PAID FOR AN NOT NEEDED ( $348.09 X(5))-- $1,740.45 OWE CHANGE CONTRACTOR $150. ($15.00 X (10) ) 2 CONTRACTORS WERE CHANGED ON FIVE PERMITS OWE FOR METER 1.5 $1,141 54 OWE FOR TRANSPORTATION IMPACT FEE $9,565.08 TOTAL DUE $ 9,116.17 THIS IS THE AMOUNT DUE BEFORE PRE-METER . SORRY GIVEN INCORRECT AMOUNT EARLIER OVER PHONE . WE ARE NOT SET UP FOR CREDIT CARD HAS TO BE CHECK OR CASH. MAKE SURE ALL FIRE PERMITS WERE PULLED(FIRE ALARM ETC...) HOPE THIS HELPS. Jackie Boges- SCSS 813-780-0020 ext 3513 Faith makes things possible...Love makes all things easy Dwight L. Moody From: Richard Heinkel [mailto:richard@heinkelconstruction.com] Sent: Monday, March 17, 2014 2:10 PM To: ]acqueline Boges Subject: Heinkel - Zephyr Commons Hello Jackie, Looks like the owner owes a permit balance of$9,056.17. Is this for impact fees? Do you take credit cards? Are there any other outstanding items that can prevent our CO,besides the inspections themselves? Richard Heinkel Heinkel Construction, Inc. Mobile(407) 702-8688 i 4 Scott Russel From: Michael Crosby[mcrosby@nadg com] Sent: Monday, March 17, 2014 6�02 PM To: Scott Russel Cc: Bill Bouwman; richard@heinkelconstruction.com� �'^��'^h��^kol�nnctn�rtjnn CQI11 Subject: RE: Heinkel-Zephyr Commons- permit costs Scott, Can you please prepare a check for$9,116 17 for permit costs/fees outlinE the check should be made out to and where you want it sent. Thanks. Mike --��i=�--- _.�._ �m '��_�;,�f :l�, '_�_.__: From: Bill Bouwman � r Sent: Monday, March 17, 2014 3:03 PM - - � • = To: Michael Crosby ;�=-., Subject: Fwd: Heinkel - Zephyr Commons - permit costs ---.------_____._.____._______ Can you get this cheque right away? �_`_': -'�'::.=, r='=�� "_'-�'`_ _ ._�� . �_�'.,�. "'�'� �-�"?' . _. _--;? _-. ='`�=�'s Begin forwarded message: - s_1,; _ ._. , _ .��--- ;�,GC_ ii: r_�; — From: "Richard Heinkel" <richard(cr�,heinlcelconstruction.co - -� - �� , • •:r;,.—;t —r„ �z ;—, -.e��rr,'.� Date: March 17, 2014 at 3:01:41 PM EDT �_�:- ,_. ,;;,;;�, - _;,j;�;;j_,.: To: "Bill Bouwman" <wbouwman(cr�,centrecorp.com> �-a_-;._:r� � >>>_,_� `� � -� Cc: "David St. Pierre" <david(a�heinkelconstruction.com> _��,,,;� Subject: FW: Heinkel- Zephyr Commons - permit cost� "`�=' "�, r c t c' ii G BIII, -. .- _-_ ,�,;< }f,r,�-:c �i_';-_.:r ;i;_=±:.,. '_ ' ' Just got a revised number from the City: � - ---- `-''"'`'='�- _,��_ �t — — -—l _'_ rr�:_i;-, _� Zephyr Commons- revised balance on permit costs --_'��:� ��=_��'�- -: _�,r�r,;'_. Updated 03/17/14 y-t -��'' �'�- t= r, ,,'c-i��:f" �° �r;_:,-�!'��, Credit for 5 water meters (1,740.4 Change subcontractor(s) (a guessed list of subs was `i- '-�`� �_-�" _�'d".-..r. r.f 7.:;." needed for permitting before thejob bid. Two �'`-�' ' '�`'�' - subcontractors were replaced due to pricing). 150.00 1.5"water meter 1,141.54 Transportation impact fee 9,565.08 Total due 9,116.17 i Scott Russel From: Richard Heinkel [richard@heinkelconstruction com] Sent: Tuesday, March 18, 2014 10�45 AM To: Michael Crosby Cc: Scott Russel Subject: Re Heinkel -Zephyr Commons- permit costs Please acknowledge receipt of the FedEx delivery info, and the intent to send check today for Wednesday delivery.......we just need to be clear with the city as to when the check will arrive, since they stuck their neck out and granted us an inspection today, which the didn't need to do. Richard Heinkel Heinkel Construction, Inc. Mobile (407) 702-8688 Richard Heinkel <richard(a�heinkelconstruction.com>wrote: Please write check to "City of Zephyrhills" FedEx next day delivery to: Attn: Jackie Boges City of Zephyrhills 5335 8th Street Zephyrhills, FL 33542 PH 813-780-0000 Richard Heinkel Heinkel Construction, Inc. Mobile (407) 702-8688 i � �� Print Form CITY OF ZEPHYRHILLS UTILITIES WORK ORDER WATER ACCOUNT NO.: DATE: Sep 6,2013 OWNER/RENTER/BUSINESS:SF Zephyr Commons Lp CONTACT PERSON: Richard Heinkel MAILING ADDRESS: 7880 Gall Blvd PHONE NUMBER: 828-667-4180 Zephyrhills, FL 33542 EMAIL ADDRESS: SERVICE ADDRESS: 7880 Gall Blvd SHUT OFF SERVICE � �X WATER �---- '—�,,,, �TU�N SERVICE �„% ❑ SEWER INSTALL MEfER OX ❑ GARBAGE READ ME7ER ❑ �X IN CITY CHECK METER ❑ ❑ OUT CITY OTHER ❑ DESCRIBE OTHER: .3�° � , 5 NUMBER OF UNITS DEPOSTT AMOUNT AMOUNT LAST BILL DATE MISC. CHARGE METER: FULL � �� 5 , I IRRIGATION I WORK COMPLETED BY&DATE ORDER TAKEN BY: lackie Boges COMPLETED ORDER GIVEN BY: � Revised 9/2010 � ' r,..� Print fot�an �p�.l��r� l� CITY OF ZEPHYRHILLS UTILITIES WORK ORDER WATER ACCOUNT NO.: DATE: Sep 6,2013 OWNER/RENTER/BUSINESS:SF Zephyr Commons Lp CONTACT PERSON: Richard Heinkel MAILING ADDRESS: 7880 Gall Blvd PHONE NUMBER: 828-667-4180 Zephyrhills, FL 33542 EMAIL ADDRESS: SERVICE ADDRESS: 7880 Gall Bivd SHUT OFF SERVICE ❑X OX WATER TURN ON SERVICE � ❑ SEWER INSTALL MEfER OX ❑ GARBAGE READ MEfER ❑ ❑X IN CITY CHECK METER ❑ ❑ OUT CITY OTHER � DESCRIBE OTHER; 3/4 NUMBER OF UNITS DEPOSIT AMOUNT AMOUNT LAST BILL DATE MISC. CHARGE METER: FULL 3/4 IIRRIGATION I WORK COMPLETED BY&DATE ORDER TAKEN BY: Jackie Boges COMPLETED ORDER GIVEN BY: Revised 9/2010 813-780-0020 City of Zephyrhills Permit Application Fax-813-780-0021 Building Department Date Received Phone Contact for Permiltin Owner's Name Owner Phone Number Owner's Address �CJ 10 �'( �[J Owner Phone Number Fee Simple Titleholder Name Owner Phone Number Fee Simple Titleholder Address JOB ADDRESS LOT A � SUBDIVISION PARCEL ID# (OBTAINED FROM PROPERTY TA7(NOTICE) WORK PItOPOSED e NEW CON57ft B ADD/ALT Q SIGN Q Q DEMOLISH INSTALL REPAIR PROPOSED USE Q SFR Q COMM Q OTHER TYPE OF CONSTRUCTION Q BLOCK Q FRAME Q STEEL Q DESCRIPTION OF WORK G 5 1 h�N(. A 9 b' p V)�.�� 1�✓ s�'r �M11 ,s BUILDING SIZE S�FOOTAGE� HEIGHT � BUILDING $ b� O O S VALUATION OF T��L CONSTRUCTION �ELECTRICAL $ 4 OOO AMPSERVICE Q PROGRESSENERGY � W.R.E.C. �PLUMBING $ � O Q Q �� t / �MECHANICAL $ VALUATION OF MECHANICAL INSTALLATION � � 24 ZZ� ��,�� GAS Q ROOFING � SPECIALTY � OTHER FINISHED FLOOR ELEVATIONS /, •�D FLOOD 20NE AREA QYES NO BUILDER COMPANY M ��NV(//� lil�-, SIGNATURE REGISTERED Y! N FEE CURREA Y I N Address o0 �� ✓I, �� /� License# G C. 1 S D 1 Zl7 ELECTRICIAN COMPANY SIGNATURE � �� REGISTERED Y/ N FEE CURREA Y/N Address License# PLUMBER � � COMPANY SIGNATURE REGISTERED Y/ N FEE CURRE� Y 1 N Address License# MECHANICAL � COMPANY SIGNATUIQE REGIS7ERED Y/ N FEE CURRE� Y/N Address License# S 7� OTHER COMPANY ��1 SIGNATURE REGISTERED Y/ N FEE CURRE� Y/N � �J �x Address License# �� Illlllllllllillllllllllllllllllllllllllllllllllllllllllllll 1111 RESID ch(2)Plot Plans;(2)sets of Building Plans;(1)set of Energy Forms;R-0-W Permit for new construction, Minimum ten(10)working days after submittal date. Reqwred onsite,Construction Plans,Stortnwater Plans w/Silt Fence installed, Sanitary Facilities 8 1 dumpster;Site Work Permit for subdivisions/large projects COMMERCIAL Atlach(3)complete sets of Building Plans plus a Life Safely Page;(1)set of Energy Forms.R-O-W Permit for new construction. Minimum ten(10)working days after submittal date. Required onsite,Construction Plans,Stortnwater Plans w/Silt Fence installed, Sanitary Facilities 8 1 dumpster Site Work Permit for all new projects.All commercial requirements must meet compliance SIGN PERMIT Attach(2)sets of Engineered Plans. ""PROPERTY SURVEY required for all NEW construction. Directions.• Fill ou[application completely Owner&Contractor sign back of application,notarized If over 52500,a Notice of Commencement is required. (AIC upgrades over 57500) " Agent(for the contractor)or Power of Attomey(for the owner)would be someone with notarized letter from owner authorizing same OVER THE COUNTER PERMITTING (Front of Application Only) Reroofs if shingles Sewers Service Upgrades A/C Fences(PIOUSurvey/FOOtage) Driveways-Not over Counter if on public roadways..needs ROW 11/18/2013 14:46 3524893466 C&S ROOFING COMPANY PAGE 01/01 F�am: 11118/2013 14:29 #536 P.002IOOP 1+��9o-o�zo City Of�epilyrhflls permit AppllcaHon R��t�-�� BuROMp DepmlmOM DMe ROCNWtl Ph01M C IOf F Own�flMMf�� WM�Ph0110NIMIbN' � �,»�s,��, �8� �ar OwnerPIM�ONYmOS► ""-"'I Fae Bhnple TIlfaheltler Nnme Owner Phena Numbe� fe�AknvM tMehotMr Aaanye -- -- dD9ADbf1899 LdT# �� SU6DIVISION �� PARCeI.IDM (oPTA1N6DlROM oROPRllT1'TAXNOf10RI WORK PROP09E0 B Nfiw WNRR 8 AODIALT � 81pN Q Q DCBApI.f$H INSTALi f1EPA�R PROPOSED U6E Q SFR (� COMM Q OTHER TYPE OF GON9TRUCTIpN Q BIACN � FIiAME Q STEE�. Q I orsc�PnonoFworoc � 5'�R�L � 9 b� V�60 r✓(r W 5 !rq S i HUII.dNC BItE 9Q FGO'fAGE� HdCHT � 6UILp1NC � 4 b7 0 Q�' �N.UAtK1N bP�CbNSTRUC71oN , dELECTRICN. a �pd AMPBERVECE [� PROGR�B&�NERGY �] W,R.E.C, �PLUM8ING i O O� �%��f�G � , �" � 1 MEOFIAMOAL 3 +f i.�o VALUATIONOFMECIiAWICA�INRtAI,t.qTlpN /� ��G�V v i> 1 /.� ��ns p �oo�c p s�an�rr 0 or►�a �,.� FMNISHEO FLOOR ELEVATIONS // .t'� FL000 ZONE AREA �VE9 NO ? elx�a cOMhnNr i [7�.1i✓ COrJ��M►/'/t✓G: S�GNA7Up� IBQIliLMICD —�f IR�GMAd Y N noaresa 08 lA $iVA uoense 1► G �, � � e�.ecTaeuw /� coMannr �NC1MtURP `��l unantt,aGp Y/ FeECURRl� N , Raeroea M uronae a � �� 71� �I' • C COMPANY � �N�1'R�RfS nraKnY,++cn Y/N �Cu��CA T I N �""� �� Lloenee N � MECMANICAL �, �7 COMPAHY �� 1��1T�1�1� I$q.�, G Y!N FEECIlS1[A Y/N '� lk�S6A c �+� �� R C�,� N NY � W �SIGXA7LIR taTlM�an 1 cEe C Y/N ��"� AitMksiro �.3� iro � Llenndok C,,�__,��..�p, � ��(� IIIIIIIIIIt1111 �11A1/1111f11111111111t111t11fA1f1111111111I 1111 M aE9f (2)Piel Ple�s�(�)a�b d qullanp Plenn;(71 aa o1 Eherw Forme:p-o.w veimx ter naw ewam,cden, MMYmym te�(�0)`�vMInA emye ella�ubmlMM dMe,Req�ee onape,earriroalw,Pl.ne,9iarmrva�a►a�ana w�ep�Fenee in�uiu�. 9lnllery FedNtle�61 d�mry�lnr,9�p�vV�rl�pennK fa wbdl�brqAaRy pipJeW ea�tMEaeur. Apaeh(�eemP�e ae4�0�BVMdIiW PIlM OMk�tl lpn SI�IN P00�"(1)a0t Ot EnO�gy FMm�.R.O.W permR fa nnw oonq�uelbn. �MqMMIm len(10)v+ahlM tls9�ellar A�bmlltp�dde.ReW�MlE OnGM�GaM�INC1bn PMn6�SlortnwEMOr PI�M�vH 51!FO�ke I�M�d, 8enllery FaeNNtee d 7 eumpNer.gRu WprR permli fa all n�uv prp�,AN commerekl roqubemene mwn�ppmpyq� 81dN PF,IUNfi Mll�ell(2)!Ob OlEhginuarPO PMns� "•'PROPEATY SuRV�Y 1�quketl fe►sR NEW eenahucMon, " '° . , A P1N adappNalbn canqeleN. ONnm d OonheGa slai+bxk etNVWkeMon.neleifze6 N evn�te00,■NoNO�o�CommeneemaM k nrqulroll !NC upp►atles amr i7�) .. hpnM(k+r11M cont�clor)or Pawer afA11n++0y(lor ths owneh weulE bw E9msorn wM nelm�zetl IeUar Irom e.ear�uM�ilnp•.qn� OVER 7NG COUNTQR P6RMITfM10 (irqlt MApp�k0lfon Only) R•�oole If MNnplm �n�nnn Anrvlce UDprodeh NC feneee foMV9urvnYM��9e1 lklvllwnyMNOt Ov01 CWMN IF M P�41C tPMwByB.,MfetlS ROW eis-�eaooso City of Zephyrhilla Permit Appiication Fa=-e,a-ISa-ooz, euildng Deo.�rt�m DMe FhcNved PhoM Contxt for P�rmfttlna - � � � � � � � � ■ . . � ■ � ■ . ■ � � t� �ll Ownefs Nsm� Ownfr PhaN NumWr Owmis Addr�sa Owmr Pf�ane Numbe� � F�s Simpk Title�dd�r Nnr�e � Own�r Phan�NumWr � � Fee Cimpk TitlahdW r Addnss JOB AODRESS l0T• � SUBDNISION PARCEL�DM toniuueo sRdr niovemv nuc Moncn W�ORK CROPOSED NEW fONSTR qpp/ALT �— SIGN � � DEM�IISH INSTAIL 8 REpqIR PqOpOSED USE Q SFR Q COMM Q OTHER TY'PE OF CONSTRUCTION Q BLOCK Q FRAAAE � STEEL Q DESCRIPTON OF WORK BQILdNG 31ZE 30 FOOTACiE� MEIOHT � QBUiIDiNG � VALUATION OF TOTAL CONSTRUCT�ON ELECTRICAL S o^ AMP SERVICE O PROGRESS ENERGV a W R E C (/ �PlUM81NG � �MECFIANICAt �� VALUATION OF MEGHAMCAL INSTALLATION '�� GAS Q ROOFING Q SPECIALTY � OTHER FINISNFDFtOORELEVAT�ONS � FLOODZONEAREA �YES NO BUILDER COMPANY � —� SNGNATURE R[c�srE� Y/N FEF CURRE� Y l N Address �ICenye• � ECECTRICIAN �j COMPAHY QL � T E�CC SIC'aNATURE `�L- awisr[-�o v N FEE CUMiE� Y N ACCress � � Laenae i O 4- PY�UMBER —� COMPANY 31CiNATURE REGiStERED Y/N FEE cuRREn V/N Address �_�----- Lrcensel �� MECHANICAL � � COMP/WV � SIK'sNATURE RE6ISTERED Y�N �EE CURREn Y�N AtlOrsss L�cenSe t OTHER COMPANY � SIGNATURE � aeci57Erteo V'N �EE CURREI. V/N Address ��Y 111111111111111111111111111111111111111t11t111111111111111111111111 RESIDENTAL Attach(21 Pbl Plene:(2)9ets of Bu7diny Plenb:(1)n!t o1 Enlryy Fortns:R�O W Pmm�t for new Con6VUUion AMMmum len(10)worlemp da�rs afler subnlflal Oate Requrted msAe.Constnrc6on Plans.S;orrmyate/Plans wl Sill Fence mst�letl Sanilary f aalfies 6 7 dtxn�ster$ite Work PerrtM}a suDdhisansq�rqe pioJeclf COMMERCIAL Attxh(JI wmplate seta ol8uildirg Plana pWa e L1h Satsty Pepe.(�)aN d Ensrpy fortna R-0.W Pertn9 fd rxw constructwn hNromum�en(10)workm0 daYS elter wdn�tel date Rew�d onsrte.Canstn�ctlon Plens.S�ommiarcr Plans wi SiN Fmce msiaileu SanNery Fadibes d 1 d�xrpster$Ae Work Petmit tor all new projeps All oo�rr�xcbl repuKements mwt meet tarph�nce SIGN PERMIT Atlsch(21�sts of ErqneereM Plens ""PROPERTY SURVEV requ2C Ior�I NEW comtniction Okscdms: Filt out app4catan complelNy Gvner d Conveaa a�gn betic ol application notenzetl If over f2500,a Notk�of Comm�nc�mml is r�quind. �qJC upgrsd�s wrr 31600) " A9ent ffof tha wntrector)w Power of Attomey(tor the owner)hqily pe yqnep�e wryh�otarizeA kner Irom owner authonzinp seme O'VER THE COUNTER PERMITTIIJfi (Front d AydKelfai OMy) Rlroois il shngks Sewerx Smvia UpgraOes A/C Fenus(PbtlSwvey�Footapel Dnvewaye-Nrn orer C.ounte.d ai pud�c roanwaya neMS ROw 813-7�-�� City ot Zephyrhills Permit Application Fmc-813-780.0021 BuNdlnp DepaAmenl Date R�cNwd phon�Contaet fw P�rmltNn Owners Name Owner Phons Numbs► Ownere Address Ownsr Phons Number � Fee Simpla Titlehdder Nams � � Owner Phone Numb�r Fea Slmple Tilleholdar Addrsas JOB ADDRESS LOTM � SUBDIVISION PARCEL IDR 1oer�En FrtoM vROVenn TNC Honcel WORK PROPOSEO B nEw Cav57R e ADD/AlT Q SIGN Q Q DEMOLISH INSTALL REPAIR PROPOSED USE � SFR Q COMM Q OTHER TYPE OF CONSTRUCTION Q BLOCK Q fRAME Q STEEL Q DESCRIPTION OF WORK BUILDING SIZE 30 FOOTAGE� HEIGHT � �BUILDING i VALUATION OF 70TAL CONSTRUCTION QELECTRICAL �� AMP SERVICE Q PROGRESS ENERGY Q W.R.E.C. �UMBING s I OD V QMECHANICAL S VALWTION Of MECHANICAL INSTALLATION �GAS Q ROOFING O SPECIA�TY � OTHER FINISHED FLOOR ELEVATIONS FLOOD ZONE AREA QYES NO BUILDER COMPANY SIGNATURE rtEdsrertEO Y/N �ecuwea V/N Addrese Lkense tk ELECTRICIAN COMPANY � SIGNATURE aeois7eneo Y/ N r�E cuna� Y/N Addrass ��Se* �--� PLUMBER COMPANY (I� 1'I RWi`r�,ri�►{N PLU�Y1�iN�_ SIGNATURE / ► REOISTERED ! N �curt�n Y/N Address � �� l.�H(L.Y {tU ,LKl(.S`.l.RNv�Y L 3� C I Lkensa� � ��C'��o�i��, MECHANICAL � COMPANY SIGNATUIRE RECSISiHtEO V! N �e cu� Y/N Addrlss l.icenae A OTHER COINpANV -� SIGNATURE Recisr�o Y/ N �e c�En Y/N Addresa License* -� 111111111111111111111111lIIIt11111111111111111111111111111111111111 RESIDENTIAL Atlach(2)Plot Plam;(2)aela of BuBdirq Plans;(1)ael of Enerpy Forms;R-O-W Permlt(or new construcllan, Mlnimum Im(10)workinp days atter submlttal Aate. ReQuFed onsRe,Conatructlan Plana,Stormwater Plans w/Silt Fence installed, Sanftary Fedfllks d 7 dumpaler;Slle Wak Pertnil lor subdivisionaAarqe projeda COMMERCIAL Attach(3)complele sets ot Buildmp Plana plua a lHe Safety Pape;(1)ael o!Enarpy Fams.R-O-W Permit for new conslructbn. Minimum ten(10)workinp days afler submHtal dale. Required onsile,Canstructlo�Plans,Slormwater Plans wf Sill Fence Inslalled, SanRary FaeNlNes 8 1 dumpater SMe Work Permit irn eA new proJecta.All commercial requiremenls mual meel compliance SIGN PERMIT Altach(2)sels of EnpNiaered Plans. "'•PROPERTY SURVEY requlred for all NEW construclfon. Dfreatfonn:• 1 1 � 1 { � Fip ou�appication complelNy. Owner 8 Contraclar sfgn back of epplicetlon,nolarized If ove�32500,a Notice o/Comm�nc�mant is roqulr�d. (A/C upgnd�a over j7500) " Apent{for Ihe contracla)w Power of Attomey(for lhe owner)would be someo�e with nolarized letler(rom owner authaizing aame OVER THE COUNTER PERMITTING (Fronl o(Application Ony) Reroofs H shingles Sewers Service Upgrades A/C Fences(Pbt/SurveylFOOtage) Drivaways-Nol over Counter II on pub6c roaCways..neetls ROW s�a-�eo-aozo Cit�r of Zephyrhills Perrnit Application F��-�� ewawp o.p.ru�.� �°�� w�a,.ca,aatbr Ownws PMm� O�mar PIaM Nw�bar owirr�Aeanss O�m�r Phons I�mE�r Fw BY�pla Tltl�hold�r N�m� � Own��Phwr Numb�r Fw Simpis TkNholdsr IWd�w JOBADDRESS LOTi C� SUBDIVISION � � PARCEL ION toar�r�r�we�rr r�Am�e4 NIOil1(PROPOSED e NEW[ONSn1 e ADDIALT Q SIGN Q Q DEMOIJSH INSTALL REPAIR PROP08ED USE Q 9FR Q COMM Q OTHER TYPE OF CONS7RUC710N Q BLOpC Q FRAME Q STEEL Q --- — � ' OEmCRIPTION�1NORK BUILDING SIZE �� BG FOOThfiE� HEIC�HT � �8U1L� ; VALUATION OF TOTAL CONSTRUCTION QELECTRICAL �� AI�SERVICE Q PROC�tES3 ENERC3Y Q W.R.E.C. OPLUNBINO (S _� �ECHAWICAL !� � VALUATION OF MECHANICAL IMSTALLA�ION / 1 QCiA$ � ROOFING Q SPECIALTV Q OTHER FINI6HE0 ROOR ELEVAT10N3 � F1.00D 20NE ARFA QYES NO BtNLDER � COMPAN1f SIGNA7URE rtederCnBO Y!N F�cunn� YIN Addnsa Liceaise t lLEC7itICIAN � COMPANY � �C�IATURE aeaatlneo Y/N �cuw� V!N AddrN� Lkxnse• PLUMBER COMPANY � SKiNATURE REaera�o Y/N r-eE a� Y/N Addnp Lkbnsa i I MECHANICAL �Y��=y`�/ . �._� co�a�wv DHR Mechanical Service� �',`� SH�u►TURE �eae►s�o V!N �e eueqe� Y/N �4L� � ,,,ad,�..., SOl Central Park Drive �,,,..* CAC 057526� _ on�R _. �n�a�'�d�'L 327a� � coMV�rnr � - -- __ �...� --- -__..._ ,__ ..._... -_ 31GNATURE re�wats�en /N F6E cuara Y/N /�OOfus Uosme i IIIIIIIIl11 � I11111111111111111111i1111111111111111 �111111l111111 � 11 RE810EN71AL Atuch(2}Pbt Pleru;(2y aeb d BWdhp Plena;(1)set d Eneryy Fame;R-aN/F*s�mM for nsw aomtr�tlon, MM�k�m bn{10)workYp dsye allar wbmltW dale. fte�uYad onske,Canrtn�ctlon Plans,Stomrvrster Plam w'SM Fe�e Insteosa. Senitary Fecdldee d 1 dump�Eer,SIN UVork Pemitt(or t�dMelanaAarpe proJscb WNMlRdAL Alfad�CdI compleEa eets of&i��Plans pbt s LNS Safey Ppe;(1)sst d Ene�gy Fam�.R-aW PeimM k►new ao�sM�dion. MNmum te�(t�wdldrp dsys ellsr wbntilW de0e.Re4uked onalto�Co�alnxtlon Plru,60onnwsler Pleir W Silt Fenee I�teIMO. Senlhry Faolidst 31 dumP�ler.SYe Wak PanNt for aA new pm)ec0e.AY commadsl req�irwnenta mwl meet e�mpller�ca 81(�V PERIIR Atladt(�aeb d EnpineareA Piw. ""PROPERTY SURVEY reqiiad br rl NEW oomauctlo�. OlMetlons:• FAI out eppYCatlon wrnpleMfy. own�r a conaacmr sipn evx af app�cation.naen:ea H owr f2�00�a NoYa ot Comme�e�nf�nt h raqrlrod. (AfC upgtad�s ovK 576001 " AOent(iar tha oontraexar�a Pawar of Anmrwy(TOr the ownar)would be somea�s wMh notartzed kqer irom ownar auCaridrp eems OVER 7HE COUN7ER PlRMIT7NiC (Fmnt of MP�p1��Y) Re�bofs K diqss Sewe�s SeMoe Upvedas A!C fanoea(PIaNSweY/Faolsps) Wivev�ays�f4ot ovx Couyl�if an puWe rosdwaya..neede ROVY . ZEPHYRHILLS FIRE DEPARTf1�ENT 6907 Dairy Road, Zephyrhills, FL 33542 FIRE SERVICE USER FEES Occupancy No.: Plan No.: Contractor: Business Name:_� ti�^ �^"�� f Billing Address: Business Address: Business Phone No : Billing Phone No.: Business Fax No.. Billing Fax No.: Contact: Contact: PLAN REVIEW FEES ��5�� INSPECTION FEES PERMIT FEE FALSE ALARM FEE Site Plan N/C Annual N/C Sprinkler $50 1st Alarm N/C Multi-Family/Commercia� .O6 sf 1st Re-inspection N/C Standpipes $50 2nd Alarm N/C Minimum Charge$25.00 2nd Re-inspection $100 Fire Pump $50 3rd Alarm N/C � Plan Revisions DBl 3rd Re-inspection $250 Hoods $50 4th Alarm $100 4th Re-Inspection $500 Fire Alarm $50 5th Alarm $150 SPRINKLER SYSTEMS (Business closed until LP Gas $50 6th Alarm $200 8 0-25 Heads $50 violations corrected} Natural Gas $50 NON CAMPLIANCE $150 26 plus Heads $100 SPRINKLER SYSTEMS Fuef Tanks- per�ar,k $50 STANDPIPE SYSTEM Hydro Undergrounds $45 Spa�lclers $100 � Per Riser $50 Hydrostatic Test $65 per system Fire Works $500 FIRE PUMP Acceptance Test $45 per system Camp Fire $25 � Per Pump $100 Hydrant Flow $75 Controlled Bum $100 FIRE ALARM SYSTEM Hood/Duct $50 8 0-25 Devices $50 FIRE ALARM SYSTEM Place of Assembly $50 Mnual 26 plus Devices $100 System Acceptance $50 Fire Protection $25 SUPPRESSION SYSTEMS Recall Acc;eptance $50 Flammable Application $50 nnnuai Wet $50 OTHER Waste Tire Storage $50 Mnual Dry $50 Fire WalUSmoke Wall $15 Per wau Generator<KW $100 CO2 $50 LP Gas $25 per tank Generator>30 KW 150 Other $50 Natural Gas $25 per system Bio-Hazard Waste $100 Mnual KITCHEN EXHAUST Fumigation Tenting $50 � Hood/Ducts $50 Tent 10'x10'or greater $15 per�ent Torch PoUApplied $50 OTHER Fire Pump $45 Haz.Materials $100 o,nnuai LP Installatlon per tank $50 Fire Suppression $30 Fuel Tank Installation $50 System Acceptance (Per Tank) $50 Exhaust Hood/Duct $30 �Natural Gas Installation $50 Re-inspection DBL (Per System) (other than annual) � Spray Booth $50 � Inspection scheduled DBL 8 and cancelled less than 24 hours Construction Insp. N/C Emergency Vehicle A� $50 FALSE ALARM PLANS TOTAL; �I�a INSPECTION TOTAL� PERMIT TOTAL� TOTAL� GRAND TOTAL � Comments: Date: a �v� Inspector: .�.��.- � � �e iun � � � � � N 0 � N � � c7 O p N U W � H � N � � Q Q Z � N � ¢ � 0 � z O H w ° � �" � F � G� � � Q ' � Q � � � � � a � � � W � .o a � � f� a � � � � ° o �' x � U x w O � � � N � � � � � � °o �, Q (� 1n '—' � o U O � � � � w C'7 � � � � O � � � � o � z w " � U U � � N � A � � � � � 0 o c+� z pq U o0 Q o t� � � � a � � �n � Q � � C3 GQ � � � a � � x � W W p F 0.! � � Q � a a � a a z Q a � a a r� From:MENIKEL CONSTRUCTION INC B2866?41B1 l7 /15/2013 09:b7 #169 P 00�/001 I �v ' �� I-tG� � Heinkel Construction, Inc. ' �� 0 General Contractors and Construction Managers .� � � Serving the Entire Southeast � � � 11/15/13 `� l3 ; City of Zephyrt�ilfs Building Department Fax(813) 780-0021 Ref.: Zephyr Commons To whom it may concem: As General Contractor license holder, I would like to request the replacement of two trade contractors on the permits/addresses listed below. Zephyr Commons Permits Area Address Permit Site ermit 7880 Gall Blvd. 14534 Mattress Firm build out 7880 Gall Blvd. 14509 I � 2 '�(�� x z Shell area #1 7880 Gall Blvd. 14510 -v � 2 Shell area #2 7890 Gall Blvd. 1451'f � ��2 Shell area #3 7894 Gall B1vd. 14512 � x 2 SheU area #4 7898 Gall Blvd. 14513 ��" � '� Zephyrhills, FL 33541 As Electrical Contractor, please Eist LC Electric, #EC13001404. As HVAC Contractor, Please contact me when convenient, to confirm this adjustment has oc urred. I can be reached at(407) 702-8688. You ��' R chard eink I �ZQ,�� President Heinkel Construction, Inc. Coroorate Office: Gentral Florida Office: 1200 Ridgefield,Blvd.,Suite 145 462 Lisa Karen Cirde Asheville,NC 28806 Apopka,FL 32712 PH(828)667-4180 PH(407)412-8620 FX(828)667-4181 FX{828)667-4181 www.HeirtkelConstruction.com FL CGC 1507277;NC UB72682;SC 117574;GA GCC000374;AL 48228;TN 00066322. Florida Energy Efficiency Code For Building Construc#ion EnergyGauge Summi� Fla/Com-2�10, Effective Date: Marci� 15, 2012 -- Form 506-2010 _ Total Building Performance Method for Commercial Buildings PROJECT SUMMARY Short Desc: Retail Description: 65173 Mattress Firm TI Owner: Developer Addressl: Zephyr Commons Shopping Center City: Zephyrhills Address2: US Highway 301 & Pretty Pond Road State: FL Zip: 33541 Type: Retail Class: New Finished building Jurisdiction: ZEPHYRHILLS, PASCO COUNTY, FL(611600) Conditioned Area: 3665 SF Conditioned& UnConditioned Area: 3665 SF No of Stories: 1 Area entered from Plans 3665 SF Permit No: 0-- Max Tonnage 7 7 If different,write in: ``,,``y�Q H�R��S TO�''''. `��O ••��GENSF • ��: � No 58186 � _ * * - :� �' STATE OF :�1 '•. :' � � O ., . .� R ��` .� �' ,,. � . �� s ....•� `� i�� i� ��N � ' 2 2 2013 1�.�..H u c.�y r:#58186 EnergyGauge Summit0 Fla/Com-2010 Section 506 4 Compliant Software. Effective Date� March 15,2012 7,'22/2013 Page 1 of 9 Compliance Summary . Component Design Criteria Result Gross Energy Cost (in $) 4,970.0 5,572.0 PASSED System Unmet Hours PASSED LIGHTING CONTROLS PASSES EXTERNAL LIGHTING PASSES HVAC SYSTEM PASSES PLANT None Entered WATER HEATING SYSTEMS Not Checked PIPING SYSTEMS PASSES Met all required compliance from Check List? es o/NA IMPORTANT MESSAGE Info 5009 -- -- --An input report of this design building must be submitted along with this Compliance Report EnergyGauge Summit0 Fla/Com-2010 Section 506 4 Compliant Software Effective Date. March 15,2012 7/22/2013 Page 2 of 9 CERTIFICATIONS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code � � �f. Prepared By: Larisa Orekhova 07-16-2013 Building Official: ` � Date• Date: C�� I certify that this building is in compliance with the FLorida Energy Efficiency Code Owner Agent: Date� If Required by Florida law, I hereby certify(*)that the system design is in compliance with the Florida Energy Efficiency Code Architect: Reg No� Electrical Designer: Phillip L. Cochran Reg No: 50716/FL Lighting Designer� Phillip L. Cochran Reg No: 50716/ FL Mechanical Designer� Joseph R. Stolz Reg No• 58186/FL Plumb�ng Designer: Joseph R. Stolz Reg No 58186/FL (*) Signature is required where Florida Law requires design to be performed by registered design professionals EnergyGauge Summit0 Fla/Com-2010 Section 506 4 Compliant Software. Effective Date March 15,2012 7/22/2013 Page 3 of 9 Project: Retail Title: 65173 Mattress Firm TI Type: Retail � (WEA File: FL TAMPA INTERNATIONAL AP.tm3) Building End Uses 1) Proposed 2) Baseline TOte 1 325.00 454.SO $4,970 $6,965 ELECTRICITY(MBtulkWhl$) 325.00 454.50 95211 133168 .8'4,970 $6,965 AREA LIGHTS too.ao ts2.so 29429 53459 $1,536 $2,796 MISC EQUIPMT 53.70 53.70 15720 15720 $821 $822 PUMPS 8 MISC o.00 o.00 0 6 $0 $0 SPACE COOL �a2.00 165.30 41605 48442 $2,172 $2,534 SPACE HEAT o.00 o.00 � o $o �o VENT FANS 2s.90 53.00 8456 15541 $441 $813 Passing requires Proposed Building cost to be at most 80% PASSES of Baseline cost. This Proposed Building is at 71.4% EnergyGauge Summit0 Fla/Com-2010 Section 506 4 Compliant Software. Effective Date:March 15,2012 7/22/2013 Page 4 of 9 Project: Retail Title: 65173 Mattress Firm TI Type: Retail (WEA File: FL TAMPA INTERNATIONAL AP.tm3) External Lighting Compliance Description Category Tradable? Allowance Area or Length ELPA CLP (W/Unit) or No.of Units (W) (W) (Sqft or ft) Ext Light 2 Building facades(by linear foot) No 5.00 180.0 900 130 Tradable Surfaces: 0 (W)Allowance for Tradable: 750 (W) PASSES � All External Lighting: 130 (W) Compl�cance check includes a excess/Base allowance of 750.00(W) Project: Retail Title: 65173 Mattress Firm TI Type: Retail (WEA File: FL TAMPA INTERNATIONAL AP.tm3) Lighting Controls Compliance Acronym Ashrae Description Area Design Min Compli- ID (sq.ft) CP CP ance Retail 25,001 Sales Area 3,665 2 2 PASSES � PASSES EnergyGauge Summit0 Fla/Com-2010 Section 506 4 Compliant Software Effective Date. March 15,2012 7/22/2013 Page 5 of 9 Project: Retail Title: 65173 Mattress Firm TI Type: Retail (WEA File: FL TAMPA INTERNATIONAL AP.tm3) System Report Compliance RTU-1 RTU-1 Constant Volume Packaged No. of Units System � Component Category Capacity Design Eff Design IPLV Comp- Eff Criteria lPLV Criteria liance Cooling System Air Conditioners Air Cooled I 1.20 11.20 11 40 1 I.40 PASSES 65000 to 135000 Btu/h Cooling Capacity Heating System Electric Fumace 1.00 1 00 PASSES Air Handling Air Handler(Supply)- 0.35 0 82 PASSES System-Supply Constant Volume RTU-2 RTU-2 Constant Volume Packaged No.of Units System � Component Category Capacity Design Eff Design IPLV Comp- Eff' Criteria lPLV Criteria liance Cooling System Air Conditioners Air Cooled 1 1.20 11.20 I].40 1 I 40 PASSES 65000 to 135000 Btu/h Cooling Capacrty Heating System Electric Furnace 1 00 1.00 PASSES Air Handling Air Handler(Supply)- 0.39 0.82 PASSES System-Supply Constant Volume PASSES Plant Complia�ce Description Installed Size Design Min Design Min Category Comp No Eff Eff IPLV IPLV liance r- None EnergyGauge Summit0 Fla/Com-2010 Section 506 4 Compliant Software Effective Date: March 15,2012 7/z2/2p�3 Paae 6 of 9 Project: Retail Title: 65173 Mattress Firm TI Type: Retaii (WEA File: FL TAMPA INTERNATIONAL AP.tm3) Water Heater Compliance Description Type Category Design Min Design Max Comp Eff Eff Loss Loss liance Water Heater 1 Electric water heater Unknown 92.00 Not Checked Not Checked Project: Retail Title: 65173 Mattress Firm TI Type: Retail (WEA File: FL TAMPA IIYTERIVATIONAL AP.tm3) Piping System Compliance Category Pipe Dia ls Operating Ins Cond Ins Req Ins Compliance �inches� Runout? Temp �Btu-in/hr Thick �in� Thick �in� �F� .SF.F� Heating System(Steam, Steam 1 50 False 110.00 0.28 1.25 1.00 PASSES Condensate,& Hot Water) PASSES � EnergyGauge Summit0 Fla/Com-2010 Section 506 4 Compliant Software Effective Date. March 15, 2012 7/22;2013 Page 7 of 9 Project: Retail Title: 65173 Mattress Firm TI Type: Retail ' (WEA File: FL_TAMPA_INTERNATIOIVAL_AP.tm3) Other Required Complia�ce Category Section Requirement(write N/A in box if not applicable) Check Report 506 4.2 [nput Report Print-Out from EnergyGauge FlaCom attached Operations Manual 303.3 I, Operations manual provided to owner 503.2 9.3, 505.7.4.2 Windows& Doors 502.3.2 Glazed swinging entrance&revolvmg doors. max. 1 0 cfm/ftZ;all � other products. 0.3 cfm/ft2 Joints/Cracks 502.3.3 To be caulked,gasketed,weather-stripped or otherwise sealed � Dropped Ceiling Cavity 502.3 Vented� seal& insulated ceiling. Unvented seal& insulate roof& � side walls HVAC Efficiency 503.2.3 Mimmum efficiencies: Tables 503.2.3(1)-(8) �/ HVAC Controls 5032 4 Zone controls prevent reheat(exceptions); separate thermostatic �' control per zone; Ventilation 503.2 5 Outdoor air supply&exhaust ducts shall have dampers that � automatically shut when systems or spaces served are not in use. Exhaust air energy recovery required for cooling systems (Exceptions). � ADS 503.2 7.5 Duct sizing and Design have been performed HVAC Ducts 503.2.7 Air ducts,fittings,mechanical equipment&plenum chambers shall � be mechanically attached, sealed, msulated& installed per Table 503.2 7.2. Fan power limitations. Balancing 503.2 9.1 HVAC distribution system(s)tested&balanced Report in � construction documents. Piping lnsulat�on 503.2 8 HAC and service hot water. In accordance with Table 503.2.8. ��, "� Water Heaters 504 Performance requirements in accordance with Table 504.2 Heat trap required Swimming Pools 504 7 Vapor-retardant or liquid cover or other means proven to reduce � heat loss on heated pools;Time switch (exceptions),readily accessible on/off switch. Motors 505.7.5 Motor efficiency criteria have been met � Lighting Controls 505.2, 502.3 Automatic control required for interior lighting in buildings>5,000 s.f, Space control; Exterior photo sensor;Tandom wiring with 1 or 3 linear fluorescent lamps>30W EnergyGauge Summit0 FIa1Com-2010 Section 506.4 Compliant Software. Effective Date. March 15,2012 7/22/2013 Page 8 of 9 Project: Retail Title: 65173 Mattress Firm TI Type: Retail (WEA File: FL_TAMPA_INTERNATIONAL_AP.tm _ 3) Unmet Hours Report System: Zone: Hours Under Hours Under Heated Cooled Year: EnergyGauge Summit0 Fla/Com-2010 Section 506 4 Compliant Software Effective Date: March 15,2012 ��22�2��' Page 9 of 9 ❑ � � M �7 6� C[ Q �,;, � � N � R y M CC .� �j F F ..0 'l7 � � Cn L L •� •a ^ a h � � = � � w .� 3 � � F r� � 2 " � � i.+ L � 6� � C, p v � � a O �, .. '�' r'? 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M 0 0 z _ — N 1� O - N r, � �,, v o 0 0 � o z° o � cN N N O� O O C � 00 O O � N C r ❑ ❑ ❑ � o � ❑ . r o � � a 07 Q, 0 07 � CC . ea [� _ ta LL r io L� �� c1 � e� — � N � h � h .� .c s w�«. �• �,� �� o �, � �n v, u �, cr � C = � � a� � � y � y � � G — p — p — Y � � = .� � ,� � � � c.�..; � a�«: a�.: N U � � V � R � �-� ., „ U � rn a�im Rm Rm ar — � — = C O O O C L O � L' O � � O O a+ R euC � � � � p � u � � � � � � L � O � LL �' C � C �. � Li R � uV; M a�+ vi ._. �,�i y � p � � `J � � V Z o a � o �o � o �v o �� a = w. o C� ° U — v N � C� m d tjm � o c = _ � _ o 0 � �= o�o � � �« u `'_' r'�' > � � M � ° ° E,L„ E,=,,, o O ,"'„ �+ F `� u n u E' ?� i O � L � G_yi L O E y � z � y �- � � z = � U � U � o � � U � 0 _ R y � v � o � � a, � � L e� z �� z „ E� z � � �, V o z � U o � o = r� .� N � V o _ � ,� s � � U a � � � � L � � N = CQ i � CC cC '� w N '� � '�G O w = CC � � N CQ - �p =, z � � � � �° � � � �- � o � R z � a d ° — o �� d �, ,; 'v c � = Rz o o u Rz N -o � z o° � � � � v � U Q c� c � a � V Y � L � L O � v� �p � � ._ � C� U � � R � � � � � .� i .� � � � � � � � d � � � � R � � � z `� °- z ° z � M z o Z° o ° � N � Z O N — — N � r . � ❑ o ❑ o ❑ � � w � � � . � �. o > �: � � � s � �- � w � �L�'„ v M y 'n � G — � = u � p.�«: co eo � � U y � � m � � _ = p O O O O O �� V O O O O O �Q �p O O O O O L � 6� � C � CC '+� +' � N � ,= o ° o �O 7 y � m � O (, — °' r� o t� t� C _ � v w M O � � > O �n �t O O t O O C O r+ � H � v � � � L � y H � � �o � f�j y � U � 7 � � - z ,, z ,� � � z N � ; °.` o °° . O ° e � z M ^ � � � � ° Q � z �� o 0 o � m z c - �' � � o � ¢ �. �� R � N � � >' ; � _= c7 O ,,,¢� r� � = o� a. � O � m �o � c�7 ¢ � R L y O t� [� � � Z � N � � OC � � V w O L � � ^ N M 7 Vl � � a � � =i � � CC � Z m M O O �p N Z � N N .--� � r � � � ��IGINEERING AND ENVI RQ N M ENTAL REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING EVALUATION ZEPHYR COMMONS - LOT 3 Zephyrhills-Pasco County, Florida Prepared For: SF ZEPHYR CONIMONS LP 3629 Madaca Lane Tampa, Florida 33618 NOVA Project Number: 2013005 July 19, 2013 �� 1226 Tech Boulevard E N C I N E E R I PJ G A N D Tampa, Florida 33619 813 623 3100/Fax 813.623 3545 E N'J I R D P*1 M E P*1TAL. www.usanova.com July 19, 2013 SF ZEPHYR COMMONS LP 3629 Madaca Lane Tampa, Florida 33618 Attention: Ms. Dale W. Johnson, Director of Development Subject: Report of Subsurface Exploration and Geotechnical Engineering Evaluation ZEPHYR COMMONS—LOT 3 Southeast Corner of US 301 and Kossik Road Zephyrhills, Pasco County, Florida • NOVA Project Number 2013005 Dear Ms.Johnson: NOVA Engineering and Environmental, LLC (NOVA) has completed the authorized subsurface exploration and geotechnical engineering evaluation for the proposed retail development located in Zephyrhills, Pasco County, Florida. The work was performed in general accordance with NOVA Proposal Number 013280-G,dated June 26,2013, and in general accordance with industry standards. This report briefly discusses our understanding of the project at the time of the subsurface exploration, describes the geotechnical consulting services provided by NOVA, and presents our findings, conclusions and recommendations. We appreciate your selection of NOVA and for the opportunity to be of service on this project. Please feel free to contact us if you have any questions or if we may be of further assistance. Sincerely, NOVA ENGINEERING AND ENVIRONMENTAL,LLC ��,-T'"�'/ I � 7 .. , � ,,.�;�7�:�`-�--� �k��1�t'�� ,�� Jeffery L. Hooks,P.E. Kenneth D. Houseman, P.E. Project Engineer Principal Engineer Florida Registration No. 67882 Florida Registration No.43310 Emplovee Owned—Client Focused: � Environmental Consulting and Remediation — Geotechnical Engineering — Construction Materials Testing and Inspection Services Facility Engineering — Building Envelope Consulting— Loss Prevention — Code Compliance — Municipal Support/Outsourcing Private Provider Servicesr"' TABLE OF CONTENTS 1.0 SUMMARY..........................................................................................................................1 1.1 GENERAL..................................................................................................................................... 1 1.2 SITE PREPARATION................................................................................................................... 1 1.3 GROUNDWATER CONTROL.....................................................................................................2 1.4 FOUNDATION RECOMMENDATIONS....................................................................................2 1.5 PAVEMENT RECOMMENDATIONS.........................................................................................2 2.0 INTRODUCTION................................................................................................................3 2.1 PROJECT INFORMATION..........................................................................................................3 2.2 SCOPE OF WORK........................................................................................................................3 3.0 SITE DESCRIPTION..........................................................................................................4 3.1 GENERAL.....................................................................................................................................4 3.2 GEOLOGY/HYDROLOGY........................................................................................................4 4.0 FIELD AND LABORATORY PROCEDURES...............................................................5 4.1 FIELD EXPLORATION................................................................................................................5 4.2 LABORATORY TESTING...........................................................................................................6 5.0 SUBSURFACE CONDITIONS..........................................................................................6 5.1 SOIL CONDITIONS......................................................................................................................6 5.2 GROUNDWATER CONDITIONS ...............................................................................................7 6.0 CONCLUSIONS AND RECOMMENDATIONS.............................................................7 6.1 GENERAL.....................................................................................................................................7 6.2 SITE GRADING............................................................................................................................8 63 FOUNDATION RECOMMENDATIONS....................................................................................9 6.4 SLABS-ON-GRADE................................................................................................................... 10 6.5 PAVEMENT................................................................................................................................ 11 6.6 GROUNDWATER CONTROL................................................................................................... 13 7.0 CONSTRUCTION OBSERVATIONS............................................................................14 7.1 SHALLOW FOUNDATIONS..................................................................................................... 14 7.2 PAVEMENTS.............................................................................................................................. 14 7.3 SUBGRADE................................................................................................................................ 14 8.0 QUALIFICATIONS OF RECOMMENDATIONS........................................................15 APPENDIX • Boring Location Plan • Log of Boring Records(6) • Key to Classifications and Symbols • ASFE Information about Geotechnical Reports • SF Zephyr Commons LP July 19, 2013 Zephvr Commons Lot 3 NOVA Proiect Number 2013005 1.0 SUMMARY A brief summary of pertinent findings, conclusions and recommendations is presented below. This information should not be utilized in design or construction without reading all of the recommendations presented in the text and Appendix of this report. 1.1 GENERAL • Our field exploration performed at the subject site included six (6) soil test borings (STBs) drilled to depths of approximately 20 feet (structural borings) and 10 feet (pavement borings)below the existing ground surface (BGS). • The subsurface soils encountered in the soil test borings (STBs) consisted primarily of loose to medium dense, orange brown, yellow brown to grayish brown fine sand to slightly clayey fine-grained sand followed by orange to pale brown clayey fine grained sands(USCS classifications of SP and SP-SC). Soil seams with more clayey fines were also penetrated beneath the surficial sands. These soils were encountered from the existing ground surface elevation present at each boring location to the termination depths of 10 feet in the pavement borings and 20 feet below the ground surface(BGS)in the structure borings. The borings were terminated in loose to medium dense sand. Subsurface conditions are described in greater detail on the attached Log of Boring Records. - 1.2 SITE PREPARATION • We recommend stripping and grubbing the proposed construction areas to remove all vegetation, root systems, and any other deleterious non-soil materials found to be present. The subgrade soils exposed at the stripped grade elevation should be proof rolled both longitudinally and transversely across the site,with the top 12 inches of the surface being compacted to a minimum soil density of at least 95 percent of the maximum dry density as determined by Modified Proctor test (ASTM D-1557), and any excavations for utility installations should be backfilled in 12 inch lifts to the desired finished subgrade elevation(s)with structural fill,with each lift compacted to a minimum soil density of at least 95 percent of the maximum dry density as determined by Modified Proctor test(ASTM D-1557). • We recommend densifying(compacting)the upper surficial soils encountered in the test borings to a minimum of 1 foot below planned foundation bearing elevations within the proposed building footprint.The exposed subgrade should also be densified(compacted) within the proposed pavement and drive areas prior to the placement of the pavement sections. A geotechnical engineer should also carefully evaluate all subgrades prior to Page 1 • SF Zephyr Commons LP July 19, 2013 Zephvr Commons Lot 3 NOVA Proiect Number 2013005 foundation and slab-on-grade construction to confirm compliance with this report; evaluate geotechnical sections of the plans and specifications for the overall project; and provide additional recommendations that may be required. 1.3 GROUNDWATER CONTROL • Groundwater was not encountered in the test borings during drilling operations. Depending on final site grades, seasonal high groundwater levels at areas of the site undergoing construction, and the assumed maximum excavation depths at the site, groundwater is not expected to impact the planned near surface construction. Based on the Soil Conservation Services (SCS) soil survey information and field data, the seasonal high water table is estimated to be located at a depth of around 10 feet ar greater beneath the current ground surface at the baring locations. 1.4 FOUNDATION RECOMMENDATIONS • After the recommended site/subgrade preparation and fill placement,we recommend that the proposed structure be supported on conventional shallow foundation systems bearing upon compacted structural fill and/or natural soils that are of suitable classification. Foundations may be designed for a maximum design soil bearing pressure of 2,500 pounds per square foot(ps�,subsequent to the bearing surface being compacted to meet a 95%minimum compaction requirement when correlated with the Modified Proctor Value of the soil. 1.5 PAVEMENT RECOMMENDATIONS • Standard-Duty Pavements: Asphalt pavement section consisting of at least 2 inches of asphalt (FDOT SuperPave— SP 9.5), 6 inches of an FDOT Crushed Limerock base course with a minimum LBR value of 100, underlain by 12 inches of a stabilized subgrade course with a minimum LBR value of 40, placed in general accordance with this report and FDOT requirements. • Heavy-Duty Pavements: Asphalt pavement section consisting of at least 3 inches of asphalt (FDOT SuperPave — SP 9.5), 8 inches of an FDOT Crushed Limerock base course with a minimum LBR value of 100 , underlain by 12 inches of a stabilized subgrade course with a minimum LBR value of 40, placed in general accordance with this report and FDOT requirements. • Based on assumed low volume, traffic loading and the assumed estimated subgrade modulus(k)of 125 psi/inch for traffic or wheel loading where slabs bear upon at least 4 inches of compacted GAB, we recommend 6-inches for standard duty and an 8-inches for heavy duty concrete pavement sections. All concrete joints should conform to Page 2 , SF Zephyr Commons LP July 19, 2013 Zephvr Commons Lot 3 NOVA Proiect Num6er 2013005 applicable FDOT and ACI specifications. We recommend that a non-woven geo-textile (about 3 feet wide) be placed beneath the construction joints to prevent upward "pumping"movement of soil fines through the joints. 2.0 INTRODUCTION 2.1 PROJECT INFORMATION Our understanding of the proposed development is based on recent conversations and electronic mail exchanges with Ms. Dale Johnson, Director of Development, with SF Zephyr Commons LP, and our experience providing similar geotechnical engineering consulting services; and review of aerial photography via internet-based GIS software. NOVA understands the planned use of the site includes the construction of a single story retail structure, encompassing approximately 9,600 SF and associated paved parking and service drives. Foundation support for the proposed building is anticipated to be conventional shallow spread and perimeter strip footings with a slab-on-grade system. We assume bearing loads are on the order of 100 to 125 kips for concentrated column loads and 3 to 4 kips per linear foot for wall loads. The assessment of storm water management areas was not part of this study. A grading plan had not been provided at the time of our study; however, due to the surrounding Zephyr Commons Shopping Center, cut and fill heights necessary to achieve the desired finished grade elevations in the proposed structure and pavement areas have been assumed to be limited to 2 feet or less. - 2.2 SCOPE OF WORK SF Zephyr Commons LP engaged NOVA to provide geotechnical engineering consulting services for the proposed project.This report briefly discusses our understanding of the project,describes our exploratory procedures and presents our findings, conclusions, and recommendations. The primary objective of this study was to provide a geotechnical exploration of the shallow and deeper subsurface soil and groundwater conditions within the areas of the proposed construction and to assess these findings as they relate to geotechnical aspects of the planned site development. The authorized geotechnical engineering services included the notification of Sunshine State One Call to check for utilities at the site, six (6) soil test borings and sampling, engineering evaluation of the field data, and the preparation of this report. The boring test locations are shown on the attached Boring Location Plan. Our services were performed in general accordance with industry standards. The assessment of site environmental conditions, including the presence of wetlands or detection of pollutants in the soil, rock or groundwater, laboratory testing of samples, or a site-specific seismic study was beyond the scope of this geotechnical study. If requested, NOVA can provide these services. . Page 3 . � SF Zephyr Commons LP July 19, 2013 �hvr Commons Lot 3 NOVA Proiect Number 2013005 3.0 SITE DESCRIPTION 3.1 GENERAL The site of the proposed development is located near the southeast corner of the intersection of Kossik Road and US 301, in Zephyrhills, Pasco County, Florida. Currently, the site is a grassed outparcel(Lot 3)within the Zephyr Commons Shopping Center. Topographic survey information provided by a review of the 7.5-minute topographic map of the Dade City, Florida Quadrangle indicated that the overall site previously ranged from about El. 125 to El. 110 feet NGVD from the west to east portion of the site.However,based on visual observations made at the time of our field exploration, the topography across the site was relatively flat and a limited amount of fill soil will be required to establish finish subgrade elevations. 3.2 GEOLOGY / HYDROLOGY 3.2.1 Site and Area Geology The subject site is situated in the Brooksville Ridge Physiographic province of Pasco County, Florida. According to the "Text to Accompany the Geologic Map of Florida" by Scott, 2001, the site is generally underlain by undifferentiated sediments deposited during the Tertiary period. The undifferentiated Hawthorn Group occurs at or near the surface near the southern flank of the Ocala Platform from Gilchrist County southward to Pasco County with isolated occurrences in Pinellas County. Correlation of these sediments to the formations of the Hawthorn Group exposed to the east and in the subsurface is uncertain. There is little to no phosphate present in these sediments and fossils are rare. Ages have not been documented but stratigraphic position suggests inclusion in the Hawthorn Group. These sediments may be residual from the weathering and erosion of the Hawthorn Group. The Hawthorn Group sediments on the Brooksville Ridge are deeply weathered and in some outcrops look like Cypresshead Formation siliciclastics. The undifferentiated Hawthorn Group sediments are light olive gray and blue gray in unweathered sections to reddish brown in deeply weathered sections, poorly to moderately consolidated, clayey sands to silty clays and relatively pure clays. These sediments are part of the intermediate confining unit/aquifer system and provide an effective aquitard for the Floridan Aquifer System, except where perforated by karst features. 3.2.2 Groundwater Groundwater in Pasco County in the Brooksville Ridge typically occurs as an unconfined aquifer condition and can be locally perched and hydraulically separated from the Floridan aquifer.Recharge is provided by the infiltration of rainfall and surface water through the soil „ Page� � SF Zephyr Commons LP July 19, 2013 Zevhvr Commons Lot 3 NOVA Proiect Number 2013005 overburden.More permeable zones in the soil matrix can affect groundwater conditions.The groundwater table is expected to be a subdued replica of the original surface topography. 4.0 FIELD AND LABORATORY PROCEDURES 4.1 FIELD EXPLORATION Boring locations were established in the field by NOVA representatives using the provided site plan, and estimating distances and angles from site landmarks.Consequently,referenced boring locations are approximate. The approximate location of each boring is depicted on the Boring Location Plan in the Appendix. If the client desires increased accuracy, NOVA recommends that the locations and elevations be surveyed. Our field exploration performed on July 9,2013 at the subject site. Prior to conducting any drilling activities,the public utility location service provider was contacted to identify known public utilities on the site. Following any necessary hand clearing, six (6) soil test borings (STBs) were drilled within the proposed structure and pavement areas that were advanced to depths of approximately 20 feet and 10 feet below the ground surface,respectively. Drilling, testing and sampling operations were performed in general accordance with ASTM designations and other industry standards. Please refer to the Log of Boring Records included in the Appendix for subsurface conditions at specific locations. The Log of Boring Records in the Appendix present the soil conditions encountered, and show the standard penetration test(SPT)resistances or"N"values,which provide an indication of the relative densities of the material encountered. These records represent our interpretation of the subsurface conditions based on the field exploration data, visual examination of the samples, and generally accepted geotechnical engineering practices. The stratification lines and depth designations represent approximate boundaries between various subsurface strata. Actual transitions between materials may be gradual. Also, subsurface conditions intermediate of each boring location may vaty. The boreholes were filled with bentonite clay chips/pellets,followed by soil cuttings at the ground surface upon completion of the field exploration for safety concerns. Consequently,we were unable to measure a stabilized water level in these borings. It should be understood that the position of the surface of the water table will fluctuate in response to variation in rainfall,to surface drainage features and other factors. A seasonal effect will occur such that groundwater level fluctuations can be expected beriveen the dryer winter and spring months as compared to the summer months or the wet season. The approximate location of each boring is depicted on the Boring Location Plan in the Appendix. Please refer to the Log of Boring Records included in the Appendix far subsurface conditions at specific boring locations. , Page S � SF Zephyr Commons LP July 19, 2013 �hvr Commons Lot 3 NOVA Proiect Number 2013005 4.2 LABORATORY TESTING Split-barrel samples were returned to our testing laboratory, where they were classified using visual/manual methods in accordance with the Unified Soil Classification System (USCS) and ASTM D-2488 (Standard Practice for Description and Identification of Soils (Visual-Manual Procedure)). The descriptions presented in the boring logs should be considered approximate. 5.0 SUBSURFACE CONDITIONS 5.1 SOIL CONDITIONS The following paragraphs provide generalized descriptions of the subsurface profiles and soil conditions encountered by the borings conducted during this study. The Log of Boring Records in the Appendix should be reviewed to provide detailed descriptions of the conditions encountered at each boring location. Conditions may vary at other locations and times. 5.1.1 Soil Conservation Service Data The U.S. Department of Agriculture — Natural Resources Conservation Service (formerly known as the Soil Conservation Service; SCS),has mapped the shallow soils in this area of Pasco County. This information was archived in an electronic database (NRCS Web Soil Survey: URL http://websoilsurvey.nres.usda.gov). The aerial photographs used as a base map were taken in 2007 show the area where the proposed building is located as grassed and vacant. The soil survey describes the soils at the site as Lake Fine Sand,0 to 5 percent slopes (mapping unit 32). Small areas of other similar and dissimilar soils may be present within the mapping unit. In its natural state,the Lake Fine sand is a nearly level to gently sloping,excessively drained soil which is located along ridgetops and on low hillsides in the uplands. Slopes are smooth to concave. Typically,the surface layer is dark grayish brown fine sand about 8 inches thick. The next 52 inches is yellowish brown fine sand. Below this, and extending to a depth of more than 80 inches,is brownish yellow fine sand. Permeability is rapid throughout this soil, and the water table is below a depth of 120 inches. The available water capacity is very low in all layers. The stratigraphic conditions that are delineated by the USDA Soil Survey are not necessarily an exact representation of the soils that might underlie the site. The described conditions are, however, generally representative of locality of the project site, and a good basis for evaluating the shallow soil conditions of the area. The soil survey mapping is based on interpretation of aerial maps with scattered shallow borings for confirmation. Accordingly, borders between mapping units are approximate and the change between mapping units may . Page 6 � SF Zephyr Commons LP July 19, 2013 Zephvr Commons Lot 3 NOVA Proiect Number 201.3005 be transitional. Differences may also occur from the typical stratigraphy, and small areas of other similar and dissimilar soils may occur within the soil mapping unit. As such,there may be differences in the mapped description and the boring descriptions obtained for this report. In general, the above described stratigraphic profile appears to be somewhat similar to the shallow soil conditions encountered in the borings performed, taking in to consideration previous grading activities during site development. 5.1.2 Soil Boring Results The subsurface soils encountered in the soil test borings(STBs)consisted primarily of loose to medium dense,orange brown,yellow brown to grayish brown fine sand to slightly clayey fine-grained sand followed by orange to pale brown clayey fine grained sands (USCS classifications of SP and SP-SC). Soil seams with more clayey fines (SP-SC, SC and CL) were also penetrated beneath the surficial sands. These soils were encountered from the existing ground surface elevation present at each boring location to the termination depths of 10 feet in the pavement borings and 20 feet below the ground surface(BGS) in the structure borings. The borings were terminated in loose to medium dense sand. Standard penetration resistances varied from 6 to 28 blows per foot(bp�. The borings were terminated in loose to medium dense sand with standard penetration resistances ranging from 6 to 19 bpf. Subsurface conditions are described in greater detail on the attached Log of Boring Records. 5.2 GROUNDWATER CONDITIONS Groundwater was not encountered in the soil test borings during drilling operations. Groundwater levels vary with changes in season and rainfall, construction activity, surface water runoff and other site-specific factors.Groundwater levels in the Pasco County area are typically lowest in the late spring and the late fall and highest in the mid-summer with annual groundwater fluctuations by seasonal rainfall; consequently, the water table may vary at times. 6.0 CONCLUSIONS AND RECOMMENDATIONS 6.1 GENERAL The following conclusions and recommendations are based on our understanding of the proposed construction, our site observations, our interpretation of the field data obtained during this exploration, our experience with similar projects, and generally accepted geotechnical engineering principles and practices. Subsurface conditions in unexplored locations or at other times may vary from those encountered at specific boring locations. If such variations are noted during construction,or . Page 7 . � SF Zephyr Commons LP July 19, 2013 Zephvr Commons Lot 3 NOVA Proiect Number 2013005 if project development plans are changed,we request the opportunity to review the changes and amend our recommendations, if deemed necessary. Boring locations were established by estimating distances and angles from site landmarks. If the client desires increased accuracy, we recommend that the boring locations and elevations be surveyed. 6.2 SITE GRADING 6.2.1 Site Preparation Prior to proceeding with construction, all vegetation, root systems, and any other deleterious non-soil materials found to be present should be stripped and grubbed from the proposed construction areas. NOVA suggests any existing utility locations should be reviewed to assess their impact on the proposed construction, and should then be relocated andlor abandoned as appropriate. After clearing and stripping, a NOVA geotechnical engineer should carefully evaluate the exposed soils. We recommend proof rolling the stripped grade, both longitudinally and transversely, under the engineer's direct observation to determine if there are any soft, yielding areas that will require remedial efforts prior to the addition of fill soils. Subsequent to the proof rolling, the exposed subgrade soils should be densified using multiple passes with a heavy weight vibratory roller, which is capable of densifying soils to a depth of at least 1 foot below both the stripped surface. The soils should be compacted to a minimum soil density of at least 95 percent of the maximum dry density as determined by Modified Proctor test method(ASTM D-1557). Vibratory compaction should be turned off and static rolling should be performed if yielding conditions appear. The site should be graded during construction such that positive drainage is maintained away from the construction areas,to prevent ponding of storm water on the site during and shortly following significant rain events. The construction areas should also be sealed with a smooth roller to minimize ponding water from storm events at the end of each day of work. NOVA should observe the compaction of the subgrade to locate soft,weak, or excessively wet fill or existing soils present at the time of construction. Any unstable materials observed during the evaluation and compaction operations should be undercut and replaced with structural fill or stabilized in-place by scarifying and re-densifying. . Page 8 • SF Zephyr Commons LP July 19, 2013 Zephvr Commons Lot 3 NOVA Proiect Number 2013005 6.2.2 Fill Placement Fill materials should be sands,typically with less than 15 percent fines(material passing the No. 200 sieve — USCS classification SP or SP/SM materials), that are free of non-soil materials and rock fragments larger than 3 inches in diameter. Materials with fines contents between 15 and 25 percent may also be used (SM, SM/SC materials), but strict moisture control will be required. Based on visual examination,the existing soils encountered during this exploration appear suitable for reuse as structural fill. Fill materials that contain organic debris are not suitable for reuse as structural fill. Prior to construction, bulk samples of the proposed fill materials should be laboratory tested to confirm their suitability. Prior to construction, bulk samples of the proposed fill materials should be laboratory tested to confirm their suitability.Granular fill(sand)should be placed in thin,horizontal loose lifts (maximum 8-inch) and compacted to a minimum soil density of at least 95 percent of the Modified Proctor maximum dry density (ASTM D 1557). In confined areas, such as utility trenches or behind retaining walls, portable compaction equipment and thinner fill lifts (3 to 4 inches) may be necessary. Fill materials used in structural areas should have a target maximum dry density of 95 pcf or greater. If lighter weight fill materials are used,the NOVA geotechnical engineer should be consulted to assess the impact on design recommendations. Soil moisture content should be maintained within 3 percent of the optimum moisture content. We recommend that the grading contractor have equipment on site during earthwork for both drying and wetting fill soils. Moisture control may be difficult during rainy weather. A NOVA soils technician should observe all filling and subgrade preparation. Field tests, using thin-wall tube, nuclear or sand cone testing methods (ASTM D 2937, D2922, or D1556 respectively) should also be performed. One test per 2,000 square feet in structure areas, and one test per 10,000 square feet in pavement areas, should be performed in each lift of fill, with test locations well distributed throughout the fill mass. When filling in small areas, at least one test per day per area should be required. 6.3 FOUNDATION RECOMMENDATIONS 6.3.1 Sqread Foundations NOVA understands the planned use of the site includes the development of a single story retail structure, encompassing approximately 9,600 SF and associated paved parking and service drives. Foundation support for the proposed building is anticipated to be conventional shallow spread and perimeter strip footings with a slab-on-grade system. We assume bearing loads are on the order of 100 to 125 kips for concentrated column loads and 3 to 4 kips per linear foot far wall loads. Cut and fill heights necessary to achieve the desired finished subgrade elevations in the proposed structure and pavement areas have • Page 9 � SF Zephyr Commons LP July 19, 2013 Zephvr Commons Lot 3 NOVA Proiect Number 2013005 been assumed to be limited to 2 feet or less. If these assumptions are not accurate please advise us so that we may adjust our conclusions and recommendations as appropriate. After the recommended site and subgrade preparation and fill placement, we recommend a conventional shallow foundation be used to support the proposed structure. Foundations bearing on densified existing soils and/or compacted structural fill, as recommended in this report,may be designed for a maximum allowable bearing pressure of 2,500 pounds per square foot (ps�. The aforementioned bearing pressure is based on the foundation bottoms being compacted to 95% of a Modified Proctor value to a minimum depth of 1 foot below the foundation bearing surface. We recommend minimum footing widths of 24 inches for ease of construction and to reduce the possibility of localized shear failures. Exterior footing bottoms should be at least 18 inches below exterior grades. Settlements for spread foundations bearing on the aforementioned improved materials have been assessed using SPT values to estimate elastic modulus, published correlations and previous NOVA experience. Based on the assumed loading, we estimate total post- construction building load induced settlements will be less than 1 inch, with less than '/2 the total settlement being differential. Foundation excavations should be level and free of debris, ponded water, mud, loose, or water-softened soils. Concrete should be placed as soon as is practical after the foundation is excavated and the subgrade evaluated. Foundation concrete should not be placed on saturated soil. If a foundation excavation remains open overnight, or if precipitation is imminent, a 3 to 4-inch thick "mud mat" of lean concrete should be placed in the bottom of the footing to protect the bearing soils until reinforcing steel and concrete can be placed. 6.4 SLABS-ON-GRADE The conditions exposed at subgrade levels will vary across the site and may include structural fill or densified in-situ clean natural soils. Slabs-on-grade may be adequately supported on these subgrade conditions subject to the recommendations in this report. Slabs-on-grade should be jointed around columns and along walls to reduce cracking due to differential movement. A 4-inch layer of crushed stone should be placed beneath the building slabs to reduce non-uniform support conditions. Underdrain systems are typically not necessary beneath the slabs,but an impermeable vapor barrier is recommended beneath finished spaces to reduce dampness. The slab on grade may be designed based on a subgrade modulus of 125 pci. The design should include joint preparation in accordance with ACI recommended practices. • Page 10 • SF Zephyr Commons LP July 19, 2013 Zephvr Commons Lot 3 NOVA Proiect Number 2013005 Once grading within the building footprints is completed, the subgrade is usually exposed to adverse construction activities and weather conditions during the period of sub-slab utility installation. The subgrade should be well-drained to prevent the accumulation of water. If the exposed subgrade becomes saturated or unstable, the geotechnical engineer should be consulted. After utilities have been installed and backfilled, a final subgrade evaluation should be performed by the geotechnical engineer immediately prior to slab-on-grade placement. If practical, proofrolling may be used to redensify the surface and to detect any soil that has become excessively wet or otherwise loosened. 6.5 PAVEMENT 6.5.1 Flexible Pavement Traffic loadings have not been provided at the time of this report, however the following recommended heavy duty and light duty pavement sections have been developed for this project based on our understanding of the existing subsurface conditions, review of Florida Department of Transportation (FDOT) specifications, and our experience with pavement design and performance of low volume parking lots. Based on the results of our test borings, the subsurface conditions encountered are well suited for the following pavement sections, provided a minimum separation of at least 24 inches between the bottom of an FDOT crushed limerock base course and the seasonal high groundwater table is maintained. This separation can be reduced to 12 inches if an FDOT graded aggregate base (GAB) is utilized in lieu of crushed limerock. Standard-Duty Pavements: Asphalt pavement section consisting of at least 2 inches of asphalt(FDOT SuperPave—SP 9.5), 6 inches of an FDOT Crushed Limerock base course with a minimum LBR value of 100,underlain by 12 inches of a stabilized subgrade course with a minimum LBR value of 40,placed in general accordance with this report and FDOT requirements. Heavy-Duty Pavements: Asphalt pavement section consisting of at least 3 inches of asphalt(FDOT SuperPave—SP 9.5), 8 inches of an FDOT Crushed Limerock base course with a minimum LBR value of 100 ,underlain by 12 inches of a stabilized subgrade course with a minimum LBR value of 40,placed in general accordance with this report and FDOT requirements. We recommend a minimum compaction of 98 percent of the maximum dry density for the Stabilized Subgrade and Limerock Base Course as determined by the Modified Proctor compaction test(ASTM D 1557, Method D) (or compaction of the Graded Aggregate Base (GAB) to a firm, non-yielding mass). The base materials should conform to applicable • Page 11 • SF Zephyr Commons LP July 19, 2013 Zephvr Commons Lot 3 NOVA Proiect Number 2013005 sections of the State of Florida Department of Transportation Standard Specifications for Road and Bridge Construction. TABLE 1—RECOMMENDED FLEXIBLE PAVEMENT SECTIONS STANDARD DUTY PAVEMENT SECION Asphaltic surface course (such as a 9.5 mm SuperPave approved FDOT mix) 2 inch Limerock Base Course (from an FDOT approved source, min. LBR of 6 inches 100)/GAB course (from an approved FDOT source) Stabilized Subgrade (minimum LBR of 40) 12 inches HEAVY DUTY PAVEMENT SECION Asphaltic surface course (such as a 9.5 mm SuperPave approved FDOT mix) 3 inch Limerock Base Course (from an FDOT approved source, min. LBR of g inches 100)/GAB course (from an approved FDOT source) Stabilized Subgrade (minimum LBR of 40) 12 inches All asphalt material and paving operations should meet applicable specifications of the Florida Department of Transportation. A NOVA technician should observe placement and perform density testing of the base course material and asphalt. 6.5.2 Ri�id Pavement Based on assumed low volume,traffic loading and the assumed estimated subgrade modulus (k) of 125 pci for traffic or wheel loading where slabs bear upon at least 4 inches of compacted GAB, we recommend a 6-inch for standard duty and an 8-inch for heavy duty concrete pavement sections. All concrete joints should conform to applicable FDOT specifications. We recommend that a non-woven geo-textile (about 3 feet wide) be placed beneath the construction joints to prevent upward"pumping"movement of soil fines through the joints. Rigid Pavement Subgrade: For a rigid (concrete) pavement subgrade, the following stipulations should apply: • The surface of the subgrade soils must be smooth,and any disturbances or wheel rutting corrected prior to placement of concrete. � The subgrade soils must be moistened prior to placement of concrete. • Concrete pavement thickness should be uniform throughout,with exception to thickened edges (curb or footing). • The bottom of the pavement should be separated from the estimated typical wet season groundwater level by at least 18 inches (also not anticipated to be an issue for this site). - Page 12 • SF Zephyr Commons LP July 19, 2013 Zephvr Commons Lot 3 NOVA Proiect Number 2013005 TABLE 2—RECOMMENDED RIGID PAVEMENT SECTIONS STANDARD DUTY RIGID PAVEMENT SECION Minimum Pavement Maximum Control Joint Recommended Saw-Cut Thickness Spacing Depth 6 Inches 10 feet x 10 feet 1%z Inches HEAVY DUTY RIGID PAVEMENT SECTON Minimum Pavement Maximum Control Joint Recommended Saw-Cut Thickness Spacing Depth 8 Inches 12 feet x 12 feet 2 Inches We recommend using concrete with a minimum compressive strength of 4000 psi and a minimum 28-day flexural strength (modulus of rupture) of at least 600 pounds per square inch,based on 3rd point loading of concrete beam test samples. Layout of the saw-cut control joints should form square panels, and the depth of saw-cut joint should be '/4 of the concrete slab thickness. The joints should be sawed within six hours of concrete placement or as soon as the concrete has developed sufficient strength to support warkers and equipment. We recommend allowing NOVA to review and comment on the final concrete pavement design, including section and joint details(type of joints,joint spacing,etc.),prior to the start of construction. For further details on concrete pavement construction,please reference the "Guide to Jointing on Non-Reinforced Concrete Pavements" published by the Florida Concrete and Products Associates, Inc., and "Building Quality Concrete Parking Areas", published by the Portland Cement Association. Please note that the recommended pavement section is based on assumed post-construction traffic loading. If the pavement is to be constructed and utilized by construction traffic,the above pavement section will likely prove insufficient for heavy truck traffic,such as concrete trucks or tractor-trailers used for construction delivery. Unexpected distress, reduced pavement life and/or pre-mature failure of the pavement section could result if subjected to heavy construction traffic and the owner should be made aware of this risk. If the assumed traffic loading stated herein is not correct, NOVA should review actual pavement loading conditions to determine if revisions to these recommendations are warranted. 6.6 GROUNDWATER CONTROL Groundwater was not encountered in the soil test borings during drilling operations. Depending on final site grades, seasonal high groundwater levels at areas of the site undergoing construction, and the assumed maximum excavation depths at the site, groundwater is not expected to impact the planned near surface construction. Soil materials • Page 13 - SF Zephyr Commons LP July 19, 2013 �hvr Commons Lot 3 NOVA Proiect Number 2013005 that become excessively wet or unstable due to heavy precipitation events may require scarification by discing and/or drying and re-compaction(re-densifying)efforts to stabilize the soils in-place. Based on the Soil Conservation Services(SCS) soil survey information and field data,the seasonal high water table is estimated to be located at a depth of around 10 feet or greater, however surface elevations can change these mappings. 7.0 CONSTRUCTION OBSERVATIONS 7.1 SHALLOW FOUNDATIONS Foundation excavations should be level and free of debris, ponded water, mud, and loose, frozen or water-softened soils. All foundation excavations should be evaluated by a NOVA geotechnical engineer prior to reinforcing steel placement to observe foundation subgrade preparation and assess bearing pressure capacity. Due to variable site subsurface and construction conditions, some adjustments in isolated foundation bearing pressures, depth of foundations or undercutting and replacement with controlled structural fill may be necessary. Foundation bottoms require compaction and testing prior to concrete and reinforcing steel placement. 7.2 PAVEMENTS The recommended pavement section should utilize materials and be constructed in accordance with applicable FDOT specifications. Also, NOVA should be retained during construction to confirm subgrade conditions are as anticipated and that the construction process is as required by the contract documents. 7.3 SUBGRADE Once site grading is completed, the subgrade may be exposed to adverse construction activities and weather conditions. The subgrade should be well-drained to prevent the accumulation of water. If the exposed subgrade becomes saturated,the NOVA geotechnical engineer should be consulted. A final subgrade evaluation should be performed by the NOVA geotechnical engineer immediately prior to pavements or slab-on-grade placement. If practical,proofrolling may be used to re-densify the surface and to detect any soil,which has become excessively wet or otherwise loosened. - Page 14 • SF Zephyr Commons LP July 19, 2013 Zephvr Commons Lot 3 NOVA Proiect Number 2013005 8.0 QUALIFICATIONS OF RECOMMENDATIONS The findings, conclusions and recommendations presented in this report represent our professional opinions concerning subsurface conditions at the site. The opinions presented are relative to the dates of our site work and should not be relied on to represent conditions at later dates or at locations not explored. The opinions included herein are based on information provided to us, the data obtained at specific locations during the study, and our previous experience. If additional information becomes available which might impact our geotechnical opinions, it will be necessary for NOVA to review the information, re-assess the potential concerns, and re-evaluate our conclusions and recommendations. Regardless of the thoroughness of a geotechnical exploration,there is the possibility that conditions between borings may differ from those encountered at specific boring locations,that conditions are not as anticipated by the designers and/or the contractors, or that either natural events or the construction process has altered the subsurface conditions. These variations are an inherent risk associated with subsurface conditions in this region and the approximate methods used to obtain the data. These variations may not be apparent until construction. The professional opinions presented in this report are not final. Field observations and foundation installation monitoring by the geotechnical engineer,as well as soil density testing and other quality assurance functions associated with site earthwork and foundation construction, are an extension of this report. Therefore, NOVA should be retained by the owner to observe all earthwork and foundation construction to confirm that the conditions anticipated in this study actually exist,and to finalize or amend our conclusions and recommendations. NOVA is not responsible or liable for the - conclusions and recommendations presented in this report if NOVA does not perform these observation and testing services. This report is intended for the sole use of SF Zephyr Commons LP, only. The scope of work performed during this study was developed for purposes specifically intended by SF Zephyr Commons LP, only, and may not satisfy other users' requirements. Use of this report or the findings, conclusions or recommendations by others will be at the sole risk of the user. NOVA is not responsible or liable for the interpretation by others of the data in this report, nor their conclusions,recommendations or opinions. Our professional services have been performed, our findings obtained, our conclusions derived and our recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices in the State of Florida. This warranty is in lieu of all other statements or warranties,either expressed or implied. - Page 1 S APPENDIX r.t.r.I_�i��rd C:i : ,, I ,; „ .,,; • SOOEIOZ-90I0[+aqwnN laafo�d YAON ;"r!��;Y !:•:I'� ik;'0i1..�€'.I "Ci I' "ii .Ob=..1 3TdJS epuo��`FUmo�msad s��nµriydaZ £to�suowwo�iriydaZ '��un I'' �I� p10°0° 'q� NV7d NOI,LVJ019�[RI08 a�sNOwwo�a,�caaz as ��Ildry� ��li�. �I6��I� !II ��pull r aan��.� --.-�=��1 �-=�-'"�." y c � � m a N �i o °��R� F Z.$2 tl � C �a$' � Y � F �� z C $�i Z as� a � �= a _g= � 6 ,� 'o � o � � � U e ' g s � �� B $ R ; � � ;: � / �5 � 1 � �___ ��A '__ � ________ �Y �a � f J �� a�amm— A t. '�,7i� �g��( ID�^i (1P( ______ •;1$� ��x�N ��l ----°-- --�i' ��'\+�-- –—s— 5��€\�e__m�� \`�?�__��I ��°s3y'9 �- �� ~ �Y �� - �i ��, ; � 9 �� .�....�.� . �a -------- __ !>, _.... .._ -- - � =--- -- -- — �_____s --�=a��.�-= m m�m__. .._`� ;a _ - ; ,,.,_�� . _ ,..�.< . • —k .. ��. _ .... .�. � _ a_ m _ , ,_>, . , ." ,- a:.••.� u ,.�..�:: ,,., - �_�.� _ , -------,_ - - • -- -- - ��-- ------ . -_,_.. . .� m� _ � �� d , �� yyF� �— —_�p — —_ _ �, �_� —__ iMl 3,n; � '�� 3 t .�, �� I" d I � f,�' p 'M,_� ' e� `�� ui ;A 6 ❑r• Y 9 ��°' ' : x �B � I ni t� i � �� I , m Ni � }'•�• I f� ��.�� P 1�� I — d Q �l +jl 0 0� 1 � I U. � � I �R I i + � I ,� ,m .'.''��. �� 'I' n� i• (7 '.£��' Y a � ii� � � ' � 9 � ��'�' i ; $ ��i, �� _ � .ai N�� =ii � I ��; �g p�m �"°.. � ' ��! ni� O1y� _n, ii II �LL O I .II� I � (g II � _ � a I -.,��; i i . ,x ��., f'n n p .z'u' - �:_ � � I �o� � u • m s � i�i � `�� . � �� ._ lli�• „ I g��x � III..�,;."." i ! � � ��.\� ` m� —► � l �� ' � I .�. �� I :� :��,� O O- �I p'= I _—_—____ ____ � ..p�k i __________y ' '_ _"___ pIC — —`______ _N __ -7 __4 - -�- -- -- # ----- � ,w!: � -- --- - �-- • - -- —= .. — ;�--- --- _�.�:..- --- =ii,' i . :�;,, a.� , �-��- -_-_ - - . __._ y: .. ., .�. _ �� -�.e:� N ..�.r �� -,...., — � ��8g o�$ b> �O " KEY TO SYMBOLS AND CLASSIFICATIONS DRILLING SYMBOLS � Split Spoon Sample � Undisturbed Sample(UD) � Standard Penetration Resistance(ASTM D1586-67) 1 Water Table at least 24 Hours after Drilling SZ Water Table 1 Hour or less after Drilling 100/2" Number of Blows(100)to Drive the Spoon a Number of Inches(2) NX, NQ Core Barrel Sizes: 2%-and 2-Inch Diameter Rock Core, Respectively REC Percentage of Rock Core Recovered RQD Rock Quality Designation—Percentage of Recovered Core Segments 4 or more Inches Long � Loss of Drilling Water MC Moisture Content Test Performed CORRELATION OF PENETRATION RESISTANCE WITH RELATIVE DENSITY AND CONSISTENCY Number of Blows, "N" Approximate Relative Densitv 0—4 Very Loose 5—10 Loose SANDS 11—30 Medium Dense 31—50 Dense Over SO Very Dense Number of Blows, "N" Approximate Consistencv 0—2 Very Soft 3—4 Soft SILTS 5—8 Firm and 9—15 Stiff CLAYS 16—30 Very Stiff 31-50 Hard Over 50 Very Hard DRILLING PROCEDURES Soil sampling and standard penetration testing performed in accordance with ASTM D1586-67. The standard penetration resistance is the number of blows of a 140 pound hammer falling 30 inches to drive a 2-inch O.D., 1z/5- inch I.D. split spoon sampler one foot. Core drilling performed in accordance with ASTM D2113-62T. The undisturbed sampling procedure is described by ASTM D1587-67. Soil and rock samples will be discarded 60 days after the date of the final report unless otherwise directed. N �VA, ENG{NEERING AND ENV7 RONM�NTAL SOIL CLASSIFICATION CHART COARSE GRAINED GRAVELS Clean Gravel GW Well graded gravel SOILS less than 5%fines GP Poorly graded gravel Gravels with Fines GM Silty gravel more than 12%fines GC Clayey gravel SANDS Clean Sand SW Well graded sand less than 5%fines SP Poorly graded sand Sands with Fines SM Silty sand more than 12%fines SC Clayey sand FINE GRAINED SILTS AND CLAYS CL Lean clay SOILS Liquid Limit Inorganic ML Silt less than 50 Organic OL Organic clay and silt SILTS AND CLAYS CH Fat clay Liquid Limit Inorganic MH Elastic silt 50 or more Organic OH Organic clay and silt HIGHLY ORGANIC Organic matter,dark PT Peat SOILS color, organic odor PARTICLE SIZE IDENTIFICATION GRAVELS Coarse %inch to 3 inches Fine No.4 to 3/inch SANDS Coarse No. 10 to No.4 Medium No.40 to No. 10 Fine No. 200 to No.40 SILTS AND CLAYS Passing No. 200 N ❑ Y � ENGlNEEF211VG ANO - ENVIRCINM�NTAL -�""�"`—� PROJECT: Zephvr Commons Lot 3 PROJECT NO.: 10106-2013005 - N ❑VI�► CLIENT: SF Zephyr Commons LP _ �ENV RL7NN1 NT�° PROJECT LOCATION: U.S.301 and Kossik Road TEST BORING LOCATION: Zephvrhills FL ELEVATION: DRILLER: Standard Drilling Services,LLC LOGGED BY: M.Frederick RECORD DRILLING METHOD: Mud Rotarv DATE: 07-09-13 B.'� DEPTH TO-WATER>INITIAL: � N/E AFTER 24 HOURS: � CAVING> � � Graphic Depiction C U N N � 7 o� �� Description � � �� > � BLOW COUNT W v C9 0 � z . NATURAL MOISTURE � PLASTIC LIMIT I--I LIQUID LIMIT 0 10 20 30 40 60 80 �; Orange brown,yellow brown to grayish brown fine SAND to .r:i. • '�+ slightly clayey fine SAND •�>:i• 14 d ,��• � . . y;x,-�• o :r:X � !:•r'✓.' 11 > ;'r•� � 5 Orange to pale brown clayey SAND with occasional CLAY seams:•::�::•: � 20 .� c � i6 � N A a d °-' 6 � a y lo = Boring Terminated at 10 ft. a 0 c � � 0 r N � 15 c m o� t o` a N L O � c 20 O G .� � 1 O .� � O � 25 .y r F- 30 35 Pa elofl --��'—""--- PROJECT: Zephvr Commons Lot 3 PROJECT NO.: 10106-2013005 • N ❑V� CLIENT: SF Zephvr Commons LP EE1VV ROENM�T�° PROJECT LOCATION: U.S.301 and Kossik Road TEST BORING LOCATION: Zephvrhills,FL ELEVATION: DRILLER: Standard Drillin�Services,LLC LOGGED BY: M.Frederick RECORD DRILLING METHOD: MudRotarv DATE: 07-09-13 B_2 DEPTH TO-WATER>INITIAL: � NB AFTER 24 HOURS: z CAVING> � �, Graphic Depiction C ,-. U i0 N � �a a� �� °- � E a f6 BLOW COUNT o v �� Description � _ ,�� > • " W� C9 0 � z . NATURAL MOISTURE � PLASTIC LIMIT I--i LIQUID LIMIT 0 10 20 0 40 60 80 �; Orange brown,yellow brown to grayish brown fine SAND to i:?:.� • .x:r. 12 '� slightly clayey fine SAND r:e:� L �'/'l �-i•r• `o r�r'i � ':r:z 27 � l.:r✓ '� �:y:.' � '.y:�. 5 r:l:� 14 C ':%:J .� i�i�i c r��;! � i:r:x • ,t:•r:i 7 H �:y.;� � 9 '.�':!. d r:X:i • ar '✓:i:J 8 a ;,:}:y. y lo ,r:x:i � i:r:X •— .l::r:i m �:j;,� � •.:r:x. 0 a Orange to pale brown clayey SAND with occasional CLAY seams;• ••' � 0 t • N � 15 � 13 a rn c 0 a N Y O �. . o yo �2 c Boring Terminated at 20 ft. .� � a c 0 .� E `o � 25 .y t F 30 35 Paelofl --�"`—� PROJECT: Zephvr Commons Lot 3 PROJECT NO.: 10106-2013005 • � ❑vA CLIENT: SF Ze h r Commons LP ENGINEERlNG AND pROJECT LOCATION: U.S.301 and Kossik Road ENVtRt7NMENTAL TEST BORING LOCATION: Zephvrhills FL ELEVATION: DRILLER: Standard Drilling Services LLC LOGGED BY: M.Frederick RECORD DRILLING METHOD: Mud Rotarv DATE: 07-09-13 B_3 DEPTH TO-WATER>INITIAL: � N/E AFTER 24 HOURS: s CAVING> � � Graphic Depiction o � :c 3 ad � �� Description m c �� > � BLOW COUNT p = � � C9 'o � z . NATURAL MOISTURE w '" � PLASTIC LIMIT F--� LIQUID LIMIT 0 10 20 30 40 60 80 � Orange brown,yellow brown to grayish brown fine SAND to ��: 'y slightly clayey fine SAND r:r:� �4 � � .•''•x o Orange to pale brown clayey SAND with occasional CLAY seams�;��:��:� � 15 > � 5 Grayish brown to yellowish brown and light greenish gray fine �,:�:�. c SAND to clayey fine SAND r:r:! 13 - .:r:x � Orange brown,yellow brown to grayish brown fine SAND to •.z:i. . y slightly clayey fine SAND •:i:i $ R ��• �a ,r;x:! d • � :r:z ,�::�:i 7 a lo �:i.,� `m � Boring Terminated at 10 ft. � 0 c � 3 O L N � 15 c R a c 0 a N L O T = 20 0 a c .� � m a c 0 .� E `o � 25 .� t H 30 35 Pa e 1 of 1 --�—'""�'-- PROJECT: Zephvr Commons Lot 3 PROJECT NO.: 10106-2013005 ' � ❑vA CLIENT: SF Zephvr Commons LP ENV RDNMEN�� PROJECT LOCATION: U.S.301 and Kossik Road TEST BORING LOCATION: Zephvrhills,FL ELEVATION: RECORD DRILLER: Standard Drillin�Services,LLC LOGGED BY: M.Frederick DRILLING METHOD: Mud Rotarv DATE: 07-09-13 B_4 DEPTH TO-WATER>INITIAL: �- N/E AFTER 24 HOURS: '� CAVING> L � Graphic Depiction � .^ °- J s 3 a� � �� Description m c �� j � BLOW COUNT � = W� C9 o N z . NATURAL MOISTURE � PLASTIC LIMIT I---I LIQUID LIMIT 0 10 20 30 40 60 80 �; Orange brown,yellow brown to grayish brown fine SAND to ��?�:� . •.r:�. 11 'y slightly clayey fine SAND .r:� r '�'�' .�•i•r- 0 y:l;i � i:r:x 22 � l:,'r'✓.' 'A !;{;.� g •.x:e. 9 5 r.e:i 12 c �:�:�• .� i�i=i c y�r;! � i:r:.r • !:>:i 6 N A �:y-:` � .•r.:r. d r:r:i • d •:i:! � a �i�i,• d lo .:r:! � :r:.r •— l::r:i °' "r:� a %:... p '.'J;:I. � Orange to pale brown clayey SAND with occasional CLAY seams:��;••:•• � o � L N � 15 28 ia rn c `o � N L O T a Zp �9 � Boring Terminated at 20 ft. .� r a 0 .� E `o � 25 .y L H 30 35 Pa e 1 of 1 * -�-�-`-�° PROJECT: Zephvr Commons Lot 3 PROJECT NO.: 10106-2013005 " N ❑V� CLIENT: SF Zephyr Commons LP �ENV RL7NNiENTAL PROJECT LOCATION: U.S.301 and Kossik Road TEST BORING LOCATION: Zephvrhills,FL ELEVATION: DRILLER: Standard Drilling Services,LLC LOGGED BY: M.Frederick RECORD DRILLING METHOD: MudRotarv DATE: 07-09-13 B_5 DEPTH TO-WATER>INITIAL: � N/E AFTER 24 HOURS: � CAVING> � � Graphic Depiction O J L 3 p_ 3 a 01 m`� Descri tion � � � T > � BLOW COUNT �-"'�- w x p C9 0 �~ z . NATURAL MOISTURE � PLASTIC LIMIT �� LIQUID LIMIT o . . . 10 20 30 40 60 80 �; Orange brown,yellow brown to grayish brown fine SAND to �:%�� • •.y:;. 16 'H slightly clayey fine SAND r:s:� „ •:�:i• � ;.:�:y. y�r:�. � :r:,r 22 > 1::r:i' .� ;y:� � •.y:r. � s r.r:i 7 c �:i:a .� i=i�i c ,r��;i � i:r:x • 1::r:i 7 N A ��y�� .o •.y:.r. d r:e•i d '''�'j 10 a ,,:�:�. y lo r;l;i � :x:X — l::t:i a %:y::� 0 .•r.:r. � Orange to pale brown ciayey SAND with occasional CLAY seams;••;••:�� 0 L • N � 15 a 26 A rn c 0 a N L O � � Zp �9 � Boring Terminated at 20 ft. .� r a c 0 .� E `o � 25 .� t H 30 35 Pa e 1 of 1 r °`r"'--�� PROJECT: Zephvr Commons Lot 3 PROJECT NO.: 10106-2013005 � ❑VA CLIENT: SF Zephvr Commons LP E�,�� L7NMENTA° PROJECT LOCATION: U.S.301 and Kossik Road TEST BORING LOCATION: Zephvrhills FL ELEVATION: DRILLER: Standard Drillin�Services,LLC LOGGED BY: M. Frederick RECORD DRILLING METHOD: MudRotarv DATE: 07-09-13 B_s DEPTH TO-WATER>INITIAL: s N/E AFTER 24 HOURS: = CAVING> � � Graphic Depiction C�..� U c0 N � j �� ;� Description � � �� > � BLOW COUNT 0= W� C9 'o � z . NATURAL MOISTURE � PLASTIC LIMIT �-I LIQUID LIMIT 0 10 20 30 40 60 SO � Orange brown,yellow brown to grayish brown fine SAND to ':?:! '�+ slightly ciayey fine SAND ��y � ,..r;� 17 d :r'X oVery pale brown clayey SAND with cementation � � 12 > ° 5 Light gray CLAY � 17 .� d Orange brown,yellow brown to grayish brown fine SAND to �.:r:i. � y slightly clayey fine SAND •:i:i 14 � �'y:y. m Y�x�� :r:z • l::r:i 8 a �,y:�. y 10 = Boring Terminated at 10 ft. .� � 0 c � � 0 r a � 15 c R rn c `o .n w L O T � 2� O N C .� � a c 0 .� E `o � 25 .y L H 30 35 Pa e 1 of 1 � i � i � i , � i i . . . i � inee� �n e or eo ec � ca , . � , . • . , ,, . . . , � ,• . . , • . . „ , I f . ' I . .I I / 1 / I / � ! / Geatechnical Services Are Performed for • elevalion,configurafion,location,orientation,or weight of the Specitic Pu�oses� Persons� and Projects proposed structure, �eotechnical engineers structure their services lo meet the speciiic needs of • composilion nf the design team,or their ciients.A geotechnical engineering study conducted for a civil engi- • project ownership. neer may not fuifill the needs of a canstruction contractor or even another civil engineer.Because each geofechnical engincering study is unique,each As a general rule,always inform your geotechnical engineer of project geotechnical engineering repor#is unique,prepared salelyfor the clienl.No changes—even minar ones—and request an assessment of their impact. one except you should rely on your geotechnicaf engineering repoR without Geotechnrcaf engrne�a cannot accept responsibilily orliabilily lor problems firsl conferring with the geotechnical engineer who prepared it.And no one that occurbecause their reporfs do not consider developmenfs o(which —not even you—should apply the report for any purpose or project they were not informed. except the one originaily contemplatsd. Suhsurface Gor�ditions Can Change Re�d tite Full Report A geotechnical enyineering repori is based on condifians that existed at the � Serious problems have occurred because those relying on a geotechnicai iime the sfudy was performed.po nof rety or+a geote�hnical engineering engineering report did not read it all.Do not rely on an executive summary. reportwhose atlequacy may have been affected by:the passage of time;by Do not read selected elements only. man-made events,such as construction on or adjacent to the site;or by natural events,such as floods,earthquakes,or groundwater fluctuations. A Geatechnical Engineering Repa�t Is 8ased � Alwayscontac#the geotechnical engineer before applying the report to A Unique Set ot Pr�ect-3pecitic fdCtOPS determine if it is still reliable.A minor amount of additional testing or Geotechnical engineers consider a number of unique,project-specific fac- analysis could prevent major problems. tors when estabiishing the scope of a study.Typicai factors include:the clienYs goals,objectives,and risk management preferences;the general Most Geotechni�al Fndings Are Protession� nature of the structure involvetl,its size,and configuration;the location of Opinlons the structure on the site;and other planned or existing site improvements, Site exploration identifies subsurface contlitions only at those points where such as access raa�s,parking lots,and underground utilities. Unless the subsurface tests are conducted or samples are taken.Geotechnical engi- geotechnical engineer who conducted the study specificaliy indicates oth- neers review field and laboratory data antl then apply their professional erwise,do not rely on a geotechnical engineering reporf that was: judgment to render an opinion about subsurface condilions throughout the • not prepared for you, site.Aclual subsurface conditions may differ—sometimes significantly— • not prepared for yflur project, from those indicated in your report.Retaining the geotechnical engineer • not prepared for lhe specific site explored,or who developed your report to provide construction observalion is the • completed before important project changes were made. most effective method of managing the risks associated with unanticipated conditions. Typical changes thai can erode fhe reliability of an existing geofechnical engineering report include those that affect: A R8p0t't's Reeommendations Are Not Final • the function of the proposed structure,as when iYs changed irom a Do not overrely on the construction recommentlations included in your parking garage to an office building,or from a light industrial plant report. Those recommendafions are not final,because geotechnical engi- to a refrigerated warehouse, neers develop them principally from judgment and opinion.Geotechnical engineers can finalize their recommendations only by observing actual a subsurface conditions revealed during construction. The geotechnical have led to disappointments,claims,and disputes.To help reduce the risk engineer who developed your repo�t cannot assume�esponsrbility or of such outcomes,geotechnicai engineers commonly include a varieiy of liabiliry tor the report's recommendations if that engrneer does not perform explanat�ry provisions in their repo�is.Sometimes labeled"limitations" construction observation. many of these provisions indicate where geotechnical engineers'responsi- bilities begin and end,lo help others recognize their own responsibilities A Geotechnicai Eng�neering Report is 3ubject to and risks.Read these provrsions closefy.Ask questions.Your geotechnical Mlsi�rterpretation engineer should respond fully and frankly. Other design team members'misinterpretation of geotechnical engineering reports has resulted irt costly problems.Lower thaf risk by having your geo- Ge081lVIP0111118Dt81 COIICeI'11$ MC NOt COV�I'Bd technical engineer confer with appropriate members of the design team after The equipment,techniques,and personnei used to perform a geaenviron- submitting the report.Also retain your geatechnical engineer to review pe�i- mentat 5tudy differ signi(icantly from those used to perform a geotechnica! nent elements of fhe design team's plans and specifiations.Contractors can study.For that reason,a geotechnical engineering report does not usuaUy also misinterpret a geotechnical engineering report.Reduce that risk by relate any geoenvironmental findings,conclusions,or recommendations; having your geotechnical engineer pa�ticipate in prebid and preconstruction e.g.,about the likelihaod of encountering underground storage tanks or conferences,antl by providing construction observation. regulated contaminants. Unanticipated environmenfa!problems have led to numerous project farlures.If you have not yst obtained your own geoenvi- Do Not Redraw the Engineer's Logs ronmental information,ask your geotechnical consultanf for risk manage- Geotechnical engineers prepare final boring and testing logs based upon ment guidance.Do not rely on an envrronmental report prepared torsome- their inferpretation of field logs and laboratory data.To prevent e�rors or one else. omissions,the logs included in a geotechnical engineering report shauid neverbe redrawn for inclusion in architectural or other tlesign drawings. Dptain Professtonai Assistance To Deai wlth Motd Only photographic or electronic reproduction is acceplable, butrecogniZe Diverse sirategies can be appiied during building design,construction, that separating logs irom the report can elevate risk, aperation,and maintenance to prevsnt significant amounts of mold fram growing on indoar surfaces.To be effiective,all such strategies should be �ive Cantracta�s a Complete Report and devised for the express purpose of mold prevention,integrated into a com- 6uidance prehensive plan,and executed with ditigent oversight by a professional Some owners and design professi�nals mistakenly believe they can make moltl prevention consuftant.Becausa just a small amount of water or contractors liable for una�ticipated subsurface conditions by limiting what moisture can lead to the deveiopment of severe moid infestations,a num- they provide for bid preparation.T�help prevent costly prob[ems,give con- ber of mold prevention strategies focus on keeping buiiding surfaces tlry. lractors ihe compiete geotechnical engineeting report,but preface it with a While groundwater,water infiltraiion,and similar issues may have been �learly written letter of transmittal.In that letter,advise contractors that the addressed as part of the geotechnical engineering study whose findings report was not prepared for purposes of bid development and that the are conveyed in this report,the geotechnical engineer in charge of this report's accuracy is limiked;Pncourage fhem lo confer wifh the geotechnical project is not a mold prevention consultant;nnne af the services per- . engineer who prepared the reporf(a modest fee may be required)and/or to formed in conaection with the geotechnlcal engir�eer's study conduct additional study to obtain the specific rypes of information�hey were deslgned or conducfed for the purpose of mold preven- neetl or preier.A prebid conference can also be valuable.Be sure contrac- tion. Proper lmptementatTon of fhe recommendativns conveyed tars have sufficient time to perform addilional study.Qnly then might you in fhis repart will nof o/itsel/be sufficieet to prevent mold Irom be in a posiiion to give contractors ihe best information available to you, growing in or nn the sfructure invo/ved. while requiring them to at least share some or the financiai responsibilities stemming from unanticipated conditions. R41�►, on Your ASFE-Member Geotechnci�l Eng�neer for Add�ioaai Assistance Read Resp,llSi11111ty PI''OVISi011S CIQS�Iy Membership in ASFE/T�E BESr P�oP�oN EaRrH exposes geotechnical Some clients,tlesign professionais,and contractors do not recognize that engineers to a wide array of risk management techniques that can be of geotechnical engineering is tar less exact than other engineering disci- genuine benefit for everyone involved with a construction project.Confer plines.This lack of understanding has created unrealistic expectations fhat with your ASFE-member geotechnical engineer for more information. AS�E BUSIN SSRASSOCIATION 8811 Colesvilie Roatl/Suite G106,Silver Spring,MD 20910 Telephone:301/565-2733 Facsimile:3�1/589-2017 ' e-mail;info�asfe.org www.asfe.org Copyright 20i2 by ASFE,lnC.Duplicatian.reproAuction,or capying ol thrs document,in rvhale or in paR,by any means whatsoever,is strictly prahibited,except�wth ASFE's specific wrinen permissiorr.Excerpting,quoting,or othenvise extracfing wording from thrs document rs pe�miKed only with the express written permissmn ot ASFf,nnd on�y far purposes o1 schoNdrly research or book reviaw.Only members of ASFE may use this dacument as a cvmpiement to or as an etement ot a geolechnica!engineerfng report.Any other lirm,individual,nt other entiry that so uses this document without 6eing an A&FE member could be commrting neg�igenf or inientianal(iraudulent)misrepresenfation. 1�6ER01 I25.OMRP Company. A J MESSULAM �oe T�T�e RETAIL BLDG ZEPHYR HILLS PASCO Address 5121 ORDUNA DR US301 8� PREI'lY POI�RDFL 33541 City, State CORAL GABLES FL . 622 SHEET NO 1. -�— Phone . 305 6655032 CALCULATED BY AJM DATE 6/22/13 CHECKED BY AJM DATE CS12 Ver 2012.03.25 www.struware.com STRUCTURAL CALCULATIONS �'Pl.IYR�1 t,t,s �T�I L. 'F�,QG♦,- 4 `��,,,►��,,,,�� O�' .� AC K ''� l ' .� � ....., . :� P�' �� '� % _ ; �:• ti , G : � � _o r ,� � _ / •��\O O �• ""1 � � �'j AIpA •'�Q�: .,��ONqC E N G`N�``��. �� Company A.J MESSULAM PE �os 7�7�E RETAIL BLDG ZEPHYR HILLS PASCO Address US301 & PRETTY POND RD City, State 622 SHEET NO 1 � Phone CALCULATED BY AJM DATE 6/22/13 CHECKED BY AJM DATE www struware.com - Code Search Code: Flonda Building Code 2010-High Velocity Zone � Occupancy: Occupancy Group= M Mercantile Risk Category � Importance Factors: Risk Category= II Wind factor= 1 00 Snow factor= 1 00 Seismic factor= 1 00 Type of Construction: Fire Rating: Roof= 1 0 hr Floor= 1 0 hr Building Geometry: Roof angle (8) 0 25/12 1.2 deg Building length (L) 150 0 ft Least width {B) 67 0 ft Mean Roof Ht (h) 17 0 ft Parapet ht above grd 24 0 ft Minimum parapet ht 7 0 ft Live Loads: Roof D to 2Q0 sf� 30 psf � 200 to 600 sf� 30 psf over 600 sf� 30 psf . Floor: Typical Floor 50 psf Partitions 15 psf Corridors above first floor 80 psf Lobbies&first floor corridors 100 psf Balconies (e�erior) 100 psf i I I ' Company AJ MESSULAM PE �oeT�T�e RETAIL BLDG ZEPHYR HILLS PASCO Address US301 & PRETTY POND RD City, State 622 SHEET NO 1 . Phone CALCULATED BY AJM DATE 6/22/13 CHECKED BY AJM DATE - Wind Loads : Ultimate Wind Speed 145 mph � Directionality (Kd) 0 85 Exposure Category C Enclosure Classif Enclosed Building Internal pressure +/-0 18 Kh case 1 0 872 Kh case 2 0 872 I � Type of roof Monoslope '••'�Z�'� . � � _.'',/�-S�eed�uR Topoqraphic Factor (Kztl �.�i,�� H�,�.,w�„d) -^�:;(daw,�nwind► Topography Flat +f. . , Hill Height (H) 0 0 ft H< 15ft;exp C H!' r'� H Half Hill Length (Lh) 0 0 ft 1 Kzt=1 0 �,.%�• �h H» Actual H/Lh = 0 00 —, �-;-, , „ Use H/Lh = 0 00 Modified Lh = 0 0 ft ESCAftPMENT From top of crest: x= 0 0 ft Bldg up/down wind? downwind 11r(Z} � z '� � '`-� 5peed-up H/Lh= 0 00 K� = 0 000 ��;r�;� ' ;(upr•�ind) .(dov�m�nn�ll x/Lh = 0 00 Kz= 0 000 '' �---,(--�-� — � �°,_ Hl� z/Lh = 0 00 Ks= 1 00a � ,� Lh �-.HI? At Mean Roof Ht: . _-_-�.�` ' Kzt=(1+K,KZK3)^2 = 1 00 2D RIQGE or 3Q AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency<1 Hz(T>1 second). h = 17 0 ft However,if building h/B<4 then probably rigid structure(rule of thumb) B = 67 0 ft h/B= 0.25 Rigid structure , /z(06h)= 150ft G = 0.85 Using rigid structure default Riqid Structure Flexible or Dvnamically Sensitive Structure e = 0.20 Natural Frequency (r�i)= 0 0 Hz C = 500 ft Damping ratio((3)= 0 Zmin= 15 ft /b= 0 65 c= 020 /a= 015 90� 9�= 3 4 Vz= 122.4 LZ= 427 1 ft N1 = 0 00 Q = 0 90 Rn= 0 000 IZ= 023 Rn= 28282 r� = 0000 h = 170ft G= 0 87 use G=0 85 R8= 28 282 r� = 0 000 R�= 2g.282 � = 0 000 9R = 0 000 R = 0 000 Company AJ MESSULAM PE �oBTl7�e RETAIL BLDG ZEPHYR HILLS PASCO Address US301 &PRETTY POND RD CitY, State . 622 SHEET NO 1 - Phone CALCULATED BY AJM DATE 6/22/13 CHECKED BY AJM DATE � = o 000 Enclosure Classification Test for Enclosed Buildinq: A building that does not qualify as open or partially enclosed Test for Open Buildinq: All walls are at least 80%open. Ao z 0 8Ag Test for Partially Enclosed Buildinq: I nput Test Ao 0 0 sf Ao ? 1 1Aoi YES Ag 0 0 sf Ao>4'or 0 01Ag NO Aoi 0 0 sf Aoi i Agi 5 0.20 NO Building is NOT Agi 0 0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building Must satisfy all of the following Ao_> 1 1Aoi Ao> smaller of 4'or 0 01 Ag Aoi/Agi 5 0.20 Where: Ao=the total area of openings in a wall that receives positive external pressure. Ag =the gross area of that wall in which Ao is identified. Aoi =the sum of the areas of openings in the building envelope(walls and roof) not including Ao Agi =the sum of the gross surface areas of the building envelope(walls and roof) not including Ag. Reduction Factor for larqe volume partiallv enclosed buildinps(Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall &roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) 0 cf Ri = 1 00 Altitude ad�ustment to constant 0.00256 (caution -see code) : Altitude= 0 feet Average Air Density= 0 0765 Ibmlft3 - Constant= 0 00256 Company A J MESSULAM PE ,log r�T�e RETAIL BLDG ZEPHYR HILLS PASCO Address US301 & PRETTY POND RD City, State 622 SHEET NO 1 - Phone CALCULATED BY A�M DATE 6/22/13 CHECKED BY AJM DATE • Wind Loads - MWFRS h<_60' (Low-rise Buildinqs) Enclosed/partially enclosed only - Kz= Kh (case 1) = 0 87 Edge Strip (a) = 6 7 ft Base pressure(qh) = 39.9 psf End Zone (2a) = 13 4 ft GCpi= +/-0 18 Zone 2 length = 33 5 ft ' Wind Pressure Coefficients CASE A CASE B 8=1.2 deg Sulfiace GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0 40 0 58 0.22 -0 45 -0.27 -0 63 2 -0 69 -0 51 -0 87 -0 69 -0 51 -0 87 3 -0 37 -0 19 -0 55 -0 37 -0 19 -0 55 4 -0.29 -0 11 -0 47 -0 45 -0.27 -0 63 5 -0 45 -0 27 -0 63 0 40 0 58 0.22 6 -0 45 -0.27 -0 63 -029 -0.11 -0 47 1 E 0 61 0 79 0 43 -0 48 -0 30 -0 66 2E -1 07 -0 89 -1 25 -1 07 -0 89 -1 25 3E -0 53 -0 35 -0 71 -0 53 -0 35 -0 71 4E -0 43 -0 25 -0 61 -0 48 -0 30 -0 66 5E 061 079 043 6E -0 43 -0 25 -0 61 Ultimate Wind Surface Pressures (psf} 1 23 1 8 8 -10 8 -25 1 2 -20 3 -34 7 -20 3 -34 7 3 -7 6 -21 9 -7 6 -21 9 4 -4 4 -18 7 -10 8 -25 1 5 -10 8 -25 1 23 1 8 8 6 -10 8 -25 1 -4 4 -18 7 1 E 31 5 17 1 -12.0 -26 3 2E -35 5 -49 8 -35 5 -49 8 3E -14 0 -28 3 -14 0 -28 3 4E -10 0 -24 3 -12.0 -26 3 5E 31 5 17 1 6E -10 0 -24 3 Parapet Windward parapet= 64 3 psf {GCpn =+1 5) Windward roof Leeward parapet= -42.9 psf (GCpn =-1 0) overhangs= 27 9 psf (upward)add to windward roof pressure Worizontal MWFRS Simple Diaphraqm Pressures (psf) s�rs��t;��, Transverse direction (normal to L) °`�F��t•``: ��i r,'�r�':�":.�1��`�-� r: r+.,�an g,1'�r Interior Zone: Wall 27 5 psf 1� 4 i � � i j J i �1��T-1�-T-7-? s'EFSL`.yL Roof -12.8 psf ** r_ �._ End Zone. Wall 41 5 psf 4 � _ ` �__`' � Roof -21 5 psf ** � �� . -J �-`'� � a ��.,, - �'_ „� -:?.,�- _- — s � � Longitudinal direction (parallel to L) � Interior Zone: Wall 27 5 psf �'r--`'s':=�'.'�=..`•E �LE'.'�=TI`-'2` End Zone Wall 41 5 psf � `��`:P`-�r�F'�=°=�r t t IEFFAAD FtCOF "* NOTE. Total horiz force shall not be less than that determined j � � 1 1 l j T 1 � •'EF.T:"A.L by neglecting roof forces(except for MWFRS moment frames) � - I F' ,�_ _,.-��.J_�YvE'� The code requires the MWFRS be designed for a min ultimate '� - J.—�.�. force of 16 psf multiplied by the wall area plus an 8 psf force ,�_ applied to the vertical projection of the roof �" --' � -'_7==I"TTL�Il,T - �'�F' �.Ti�_�I.r Company A J MESSULAM PE �og 7�r�e RETAIL BLDG ZEPHYR HILLS PASCO Address US301 &PRETTY POND RD City, State . 622 SHEET NO 1 - Phone CALCULATED BY AJM DATE 6/22/13 CHECKED BY AJM DATE ` Location of MWFRS Wind Pressure Zones � ; _1 t�-z0\� : Iessoroi � , 6-. - . -" - , �J _ � ��r _ _ ti - -� I�� `._ - � - � ,�if = t, n��ati-,� , '�� - _ �E �-1 E ��"^�---.--?--> ` f . ��'-�-r-::�� _ �`-- - - � :E - � �=;`-_'✓�': �E - - ..��- - ( -.t�1`:; �`_ __^- ,,� - .�:- 1 _ � ". -.,.-:::;;;, - �- 1 ��;" :-�... 1'�.. . :_ � ��; . , �:-;=�. _..� - - �:,..:;; � �:. . " :��=`: .. --� =E. �:�;��- _ =��. ��-- ��. -...��>�__;,;,�. 1 E _ `�:.��=,_ .�::�� - '.._,M1�- • �-%f ' � ! ...5'.,•\ 1'•" ?"� ,� )"`-..� .; �':�SE a I t-��_:��c:�c» �. �� i C C.�SE B `Y`�� ,','?`��?T ti=L':IC)��..,,,,,; ! _..:\Ct: NOTE. Torsional loads are 25% of zones 1 -6 See code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) f� r-L'U�' , _5��:t'? � �t � � + .:1 �. , V,r �•. ` � . �:•? � ._ :I:_3:;' � _ . ' .,.^ ..,,1�1 ,` � `�• �-•,~ �` � ! � � '�.�'` -_ ', ��, Y` ,,.. ,, - t_' �.- �:,� �� --'--""..�''��,`:� _.. __ �, . `.` . .��.,., ;_��. :-'� ,ti�:.-�:-- � ,�-:.,-� ' _ ��.� �� ; `-��.:_ �, _ ,��-•. E _ - .` \ _ ` - �� ` �-�< _ ' �►, '=--- . s' : - 1 _ _-?l:�_ ,�--.::�:- - . - ?�:•:;�.. `.t y��^ I �'•� ''l - �� - --':=�'� `: `� ; ° --.i:= ��. '- �'J �- �='�-` ` - �- �.i.�` •- 'S•��:P�C-O`• `' •' r�-> . _ '�;,- .','I= ' -�.. :\7�:?=C-C� `-,` y`. _ `� T za:��-e��e Direc::io.� L c.Y��in>di�?aI Dit�ec'i��r� - NOTE. Torsional loads are 25% of zones 1 -4 See code for loading diagram. ASCE 7 -02 and ASCE 7-OS 45 Company A J MESSULAM PE .los nr�E RETAIL BLDG ZEPHYR HILLS PASCO Address US301 &PRETTY POND RD Clty,State .622 SHEET NO 7 - Phone CALCULATED BY AJM DATE 6/22/13 CHECKED BY AJM DATE � Wind Loads - Components_& Claddinq : h <= 60' Ultimate Wind Pressures Kh(case 1)= 0.87 h= 17.0 ft Base pressure(qh)= 39.9 psf a= 6.7 ft Minimum parapet ht= 7 0 ft GCpi= +/-0.18 Roof Angle(9)= 1.2 deg - Type of roof= Monoslope Roof GCp+/-GCpi Surface Pressure(psfl User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 45 sf 35 sf Negative Zone 1 -1 18 -1.11 -1 08 -47.1 �4.3 -43.1 -44.4 -44.9 Negative Zone 2 -1.98 -1 49 -1.28 -79.0 -59 4 -51.0 -60 7 -63.8 Negative Zone 3 -1 98 -1 49 -1.28 -79.0 -59 4 -51.0 -60 7 -63.8 Positive Zone 1 0.48 0.41 0.38 19.1 16.4 16.0 16.5 17 0 Positive Zones 2&3 1 08 0.97 0 92 43.1 38.6 36.7 38.9 39.6 Overhang Zone 1&2 -1 70 -1.63 -1.60 -67.8 -65.0 -63.8 -65.2 -65.6 Overhang Zone 3 -1 70 -1.63 -1 60 -67.8 -65.0 -63.8 -65.2 -65.6 Negative zone 3=zone 2,since parapet>=3ft. Overhang pressures in the table above assume an internal pressure coefficient(Gcpi)of 0 0 Overhang soffit pressure equals adjacent wall pressure minus internal pressure o0-7.2/7.2 psf Parapet qp= 42.9 psf Surface Pressure sfl o Solid Parapet Pressure 10 sf 100 sf 500 sf 114 sf CASE A=pressure towards building(pos) CASE A Interior zone: 115.8 78.9 74.2 78.5 CASE B=pressure away from bldg(neg) Comer zone: 115.8 78.9 742 78.5 CASE B Interior zone: -81.0 -67.4 -57.9 -66.6 Comer zone: -92.6 -72.2 -57.9 -71.0 Walls GCp+/-GCpi Surface Pressure(ps� Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 30 sf 40 sf Negative Zone 4 -1 17 -1.01 -0.90 -46.7 -40.3 -35.9 -43.6 -42.8 Negative Zone 5 -1 44 -1.12 -0.90 -57 4 -44 7 -35.9 -51 4 -49 8 Positive Zone 4&5 1.08 0.92 0.81 43.1 36.7 32.3 40 0 39.2 Note:GCp reduced by 10%due to roof angle<=10 deg. 45 Company A J MESSULAM PE �oe TiT�e RETAIL BLDG ZEPHYANHILLS PASCO Address US301 &PRETTY POND RD Clty,State . 622 SHEET NO 1 - Phone CALCULATED BY AJM DATE 6/22l13 CHECKED BY AJM DATE y Wind Loads - Components 8� Claddinq : h <= 60' Ultimate Wind Pressures Kh(case 1)= 0.87 h= 17 0 ft Base pressure(qh)= 39.9 psf a= 6 7 ft Minimum parapet ht= 7 0 ft GCpi= +/-0 18 Roof Angle(6)= 1.2 deg - Type of roof= Monoslope ROOf GCp+/-GCpi Surface Pressure(ps� User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 45 sf 35 sf Negative Zone 1 -1.18 -1 11 -1 08 -47 1 -44.3 -43.1 -44 4 -44.9 Negative Zone 2 -1.98 -1 49 -1.28 -79.0 -59.4 -51 0 -60.7 -63.8 Negative Zone 3 -1.98 -1 49 -1.28 -79.0 -59 4 -51.0 -60.7 -63.8 Positive Zone 1 0 48 0 41 0 38 19 1 16.4 16.0 16.5 17 0 Positive Zones 2&3 1 08 0.97 0.92 43.1 38.6 36.7 38.9 39.6 Overhang Zone 1&2 -1 70 -1 63 -1.60 -67.8 -65.0 -63.8 -65.2 -65.6 Overhang Zone 3 -1 70 -1.63 -1.60 -67.8 -65.0 -63.8 -65.2 -65.6 Negative zone 3=zone 2,since parapet>=3ft. Overhang pressures in the table above assume an internal pressure coefficient(Gcpi)of 0 0 Overhang soffit pressure equals adjacent wall pressure minus internal pressure ofl-7.2/7.2 psf Paraaet qp= 42.9 psf Surface Pressure s o Solid Parapet Pressure 10 sf 100 sf 500 sf 114 sf CASE A=pressure towards building(pos) CASE A Interior zone: 115.8 78.9 74.2 78.5 CASE B=pressure away from bldg(neg) Comer zone: 115.8 78.9 74.2 78.5 CASE B Interior zone: -81.0 -67 4 -57 9 -66.6 Corner zone: -92.6 -72.2 -57 9 -71 0 Walls GCp+/-GCpi Surface Pressure(ps� . Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 228 sf 24 sf Negative Zone 4 -1 17 -1 01 -0.90 -46.7 -40.3 -35.9 -38.0 -44.2 Negative Zone 5 -1 44 -1 12 -0.90 -57 4 -44 7 -35.9 -40.2 -52.6 Positive Zone 4&5 1.08 0.92 0.81 43.1 36.7 32.3 34 5 40 7 Note.GCp reduced by 10%due to roof angle<=10 deg. ----�,� - A.JACK MESSULAM, P.E. CONSULTING ENGINEER 5121 Orduna Drive, Coral Gables, Florida 33146 • Phone: 305-665-5032 - PROJECT. �P��✓�- �� 1� JOB No: �� PAGE �of_ � � SUBJET L-t�,� DATE: _ � �� BY: f�� ,- ,� � � `':�`#,',,,� ,.,.:�+�. �'.��. � ''��r . � .�.. � - "�d �' G?jf'�- '�� ~a f� �_ ��'� �= 32 �l� r�F �=- �7r°" r�" ,r-;� = �,�,� :�..��'�� `� �~;t,� �- ,S 1.4 ��= 3/� PS�`= � ��-fi .. /��t �� C 2 fI = �1�� !��- 3/�C � 7 �-�'� i 3 .-,,3 S"C� �4�C�1 b,�: '�'�" � �'� ;�� '�° d�%�a;:=": �` � !,�/!'�3 x' I�f'� .- / �c� 9l,� � , ,�-� .� 3 � -�-- � ,�-��_�.�� .�.�.� . ::�� .� �:, :.�-,�;�.., �s-� � . � .�. t � � �� -� .� . �: ..�� r 'f ,.,�..., • o F � �.��°�%i` _ �.,�.. ,,,, ;-w. �� <"d�i�` �._ �J . r,.r a.� ✓u. . � Y ,�...�� -° �:v� �`�"f c� �� ra ��r` ' r.._.w......___.,�..,...--,,.__-_______....---�__�._._ _ _._.__ ,, � " �,..� �'; �e , ,�� "'r• ~ ''''�' � ' � �� 4 � - 4.��. �:w., � � �., �.__.f . .� 4,, � �, � f. ` -� � .. ,, , , _, � .- h � •..:.�.'- - r- .ee �' `. , ` �r° i �:c � -- ti�€' ' ' ` �,�r r" �b �i(v�1— �'� �"t � ,/ '-7' �+, -.�-- ��,� ".�: . 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V t � � C . . . ;�� PROJECT ZEPHYRHILLS PAGE COL2 � CLIENT DTI DESIGN BY AJM JOB NO 622 DATE si2�2o�s REVIEW BY AJM Mason Column Desi n Based on ACI 530-05 i IBC 06 d P � INPUT DATA 8�DESIGN SUMMARY �-� SPECIAL INSPECTION(0=N0,1=YES) 1 Ves � "^( � ; - TYPE OF MASONRY(1=CMU,2=8RICK) 1 CMU �� MASONRY STRENGTH fm = 1.5 ksi / I REBAR YIELD STRESS fY = 60 ksi ' u SEISMIC DESIGN CATEGORY(5=Gravoty) 5 Gravity Only � - P�A�_ M��, c,�n,+ r�;s� SERVICE AXIAL LOAD P = 33.5 k ' SERVICE SHEAR LOAD V = 0.35 k MOMENT AT MIDHEIGHT M = 1 469 ft-k EFFECTIVE WIDTH b = 15.63 in EFFECTNE DEPTH d = 15.63 in DISTANCE BETWEEN COL.REINF a= 10.37 in EFFECTIVE HEIGHT h = 17 ft VERTICAL REINF (EACH SIDE) 2 # 6 HORIZ.TIES 2 legs# 4 � 8 in o.c. [THE COLUMN DESIGN IS ADEQUATE.] ANALYSIS TOTAL REINFORCEMENT AREA A6 = 1.76 ��Z MODULAR RATIO n = 21 48 EFFECTIVE COLUMN AREA A� = 244 ��Z REINFORCEMENT RATIO p = 0.007 NET EFFECTIVE MOMENT OF INERTIA I� = 4973 ��4 ALLOWABLE STRESS FACTOR SF = 1.000 RADIUS OF GYRATION r = 4.51 in MAX.TIES SPACING(1 1 4.6) S„�„ = 16 in MASONRY ELASTICITY MODULUS Em = 1350 ksi TRANSFORMED COLUMN AREA STEEL ELASTiCITY MODULUS ES = 29000 ksi ij,_,q„�1+�2n—1�p>= 318 in2 CHECK VERTICAL REINFORCEMENT LIMITATION(ACI 530,2.1.6.4) qs - �,7g in� > 0.0025A„= 0.61 ��2 [SatisfactoryJ < 0.04A�= 9.77 ��2 (Satisfactory] ALLOWABLE STRESS DUE TO AXIAL LOAD ONLY AXIAL STRESS AT MIDHEIGHT OF THE COLUMN h 2 P+�half col. weight�_ F'a=(SF��025fm� 1.0—(140r) — 0.336 ks� fa= o.��i ksi A, [for h/r<99] <Fa,[Satisfactory] ALLOWABLE STRESS DUE TO FLEXURE ALLOWABLE REINF STRESS DUE TO FLEXURE Fb=(SF��0.33 f,�>= o a9s �, Fs=�1.33,�,,,e�.�;.�„�;��,ry��24�= za.o ksi TOTAL MOMENT ACTING AT MIDHEIGHT TRANSFORMED MOMENT OF INERTIA ( 2 MT=M+(0.1�1 2d1= s� ft_kips I�=I„+(2n-1�As�2� = ssss ��' � l STRESS IN THE EXTREME FIBER DUE TO MT MAX.STRESS COM8INED AXIAL&FLEXURE .Ib=M�_ 0.049 ksi f m=f o+,f y= 0.161 ksi 2I< <�,[gatlsfacWry,the section is uncracked] <Fb,[Satisfactory] MAX.REINF STRESS COMBINED AXIAL&FLEXURE AXIAL LOAD AT BASE OF THE COLUMN ' f f a —P+� Il col. wei ht�_ S=2n ,+�" = bz �� P,— .� S 37.393 k �Fs,[Satisfactory] ALLOWABLE AXIAL LOAD FOR AXIAL COMPRESSION ONLY h Z 106.65 k >Pt,[SatisfacWry] Pa=�(SF�0.25fm,q�+0.65F'sAs� 1.0—(-11= �140r� � (for h/r<99] SHEAR DESIGN DETERMIND FROM THE FOLLOWING EXPRESSION ` F�_�SF�MIN(� , SO�= 38.73 psi ,f�_� � t psi [Satisfactory] (Sec.2.3.5.2.1) < F„=(SF�M1N(3� , 150)= »s.�s Ps� �sacisraceory� V 0.01 inZ/ft < `4°- 0.60 inZ/ft (No shear reinf.Reqd) F.,d s Techincal References: 1 "Masonry Designers'Guide,Third Edi6on"(MDG-3),The Masonry Sociery,2001 � �r ' PROJECT ZEPHYRHILLS PAGE COL 3 CLIENT DTI DESIGN BY AJM - JOB NO 622 DATE 6/23/2013 REVIEW BY AJM Concrete Column Desi n Based on ACI 318-02 ,,�� r� ' INPUT DATA&DESIGN SUMMARY ��'- '� CONCRETE STRENGTH f� = 3 ksi � � - REBAR YIELD STRESS fy = 60 ksi /� e° �� / A / � - ----- - E� ' COLUMN DIMENSIONS cX = 24 in % � cy = 8 in � Mu� � s � I � FACTORED AXIAL LOAD P� = 77 4 k � �'��a � £= f- / � parab�l�c FACTORED MAGNIFIED MOMENT M,,X = 28.2 ft-k L - % � M,,y = 7 7 ft-k �k �� FACTORED SHEAR LOAD = 6.6 k � vu.x STRAIN DIAGRAM FOBCE DIAGRAM vu,y = 0.66 k COLUMN VERT REINF 4 # 6 at x dir Rotal 8#6) 2 # 6 at y dir SHEAR REINF 2 legs,# 3 @ 4 in o.c.,x dir THE COLUMN DESIGN IS ADEQUATE. 2 legs,# 3 � 4 in o.c.,y dir ANALYSIS Eo=`�°85f�} E�=s� 29000� 40o E.� f c � Es= 350 .fc= p$S.fcL2lEO/-\EO/`] ' for 0<E�<Ea 300 \_ � 0.85 f� , for sc�Eo 250 � �p�tk� \ sSEs , for ss�s�, 200 , .fs ft, _ ,f'°r ES>s�� Pn(kips) �Mn(ft-kips) 150 � AT AXIAL LOAD ONLY 360 0 ioo ATMAXIMUMLOAD 360 14 � AT 0°�TENSION 289 27 5o AT 25%TENSION 227 34 AT 50%TENSION 171 37 0 o �o ^<0 3o ao 5o so AT s t=0.002 81 38 AT BALANCED CONDITION 75 38 cti Mn(ft-k) AT E t=0.005 0 48 AT FLEXURE ONLY 0 48 CHECK FLEXURAL 8 AXIAL CAPACITY M�-�M�Xz+M�Yz�o s _ 2y 2324 fl-k,(combined bending load.) e = 15.27 °.(the direchon of combmed load.) �Pmax=0.80 �[0.85 f�(P,9-AS�+fY A�] = 359 7 kips.,(at max axial load,ACI 318-02,Sec.10.3.62) where � = 0.65 (ACI 318-02,Sec.9.3.2.2) > Pu [Satisfactory] Ay= 192 �nZ Ast = 3.52 ��2 a=Cba� = 6 in(at balanced strain condition,ACI 10.3.2) �=0.48+83 E1= 0.652 (ACI 318-02,Fig.R9.3.2) - where Cb = d Ec!(Ec+Es) = 7F in Et= 0.002069 Ec= 0.003 ,t d = 11.276 in,(ACI 7 7 1) (3� = 0.85 (ACI 318-02,Sec.10.2.7.3) �M�=0.9 M� = 48 ft-kips @ P�=0,(AC�318-02,Sec.9.3.2),& Et mi�=0.004,(ACI 318-02,Sec.10.3.5) �Mn= 38 ft-kiPs @ Pu= 77 kips > Mu [Satisfactoryl Pmau = 0.08 (ACI 318-02,Section 10.9) pprovd = 0.018 Pm�n = 0.01 (ACI 318-02,Section 10.9) [Satisfactory] CHECK SHEAR CAPACITY (ACI 318-02 Sec.11 1 1,11.3.1,&11.5.6.2) � �V„_�(VS+V�) (ACI 318-02 Sec.11 1 1) > Vu [Satisfactory] where � = 0.75 (ACI 318-02 Sec.9.3.2.3) f = 40 ksi d Ap A,� V�= 2(f�)0 SP,o VS=MIN(d f A,�/s,4Vc) $un x 5.75 138 0.22 151 12.7 21 21.75 174 022 191 47.9 5D Smzx = 4 (ACI 318-02,Section 10 16.8.5) sProvd = 4 in smi� = 1 (ACI 318-02,Section 7 10.4.3) [Satisfactory] � !<�� ROJECT ZEPHYRHILLS PAGE COL 3 CLIENT DTI DESIGN BY AJM - JOB NO 622 DATE 6/23/2013 REVIEW BY AJM Concrete Column Desi n Based on ACI 318-02 �,Q G, � ' INPUT DATA 8 DESIGN SUMMARY o�C� 7`�` CONCRETE STRENGTH f� = 3 ksi � � ------ � e� � �*� ' REBAR YIELD STRESS fy = 60 ksi � 1 ' ; � - - E� COLUMN DIMENSIONS cz = 8 in / i ' cy = 24 in % �e Mu/� li � FACTOREDAXIALLOAD P� = 774 k / � /��*� Es f �p�rab lic i FACTORED MAGNIFIED MOMENT M�X = 28.2 it-k � C� � ,�� Mu,Y = 7 7 ft-k � r � FACTORED SHEAR LOAD vu,z = 6.6 k STRAItJ DIAGP.AM FGPfE DIAGRAM Vu,y = 0.66 k COLUMN VERT REINF 4 # 6 at x dir �otal 8#6) 2 # 6 at y dir SHEAR REINF 2 legs,# 3@ 4 in o.c.,x dir THE COLUMN DESIGN iS ADEQUATE. 2 legs,# 3 @ 4 in o.c.,y dir ANALYSIS 2�o ssf�� so– , E�=5� f� , ES=29000ksi 40o Ec / \z 350 p.gS f'� � E� I �-� I , for 0<E <E C ` E, —I E, I C o 30D \ .f c= o \ o/ � 0 85 f� , for Ec�Eo 250 \ N p^�k) SgE,r , �O7" ES=EJ' 200 \ .f S– .f�r .f01' ES>E�� a \\ �Pn(kips) �Mn(ft-kips) t5o AT AXIAL LOAD ONLY 360 0 i oo AT MAXIMUM LOAD 360 63 � AT 0%TENSION 308 95 5D AT 25%TENSION 255 120 0 AT 50%TENSION 211 137 o �o �oo �5o zoo z5o ATEf=Q.002 142 158 AT BALANCED CONDITION 138 160 c�Mn(ft-k) AT s t=0.005 79 194 AT FLEXURE ONLY 0 149 CHECK FLEXURAL&AXIAL CAPACITY M�-�M�Xz+MU Yz�o s _ Zg 2324 fl-k,(combined bending load.) e = 15.27 �,(the direction of combmed load.) �Pmax=0.80 �[0.85 i�(A9-,45�+fy AS�] = 359.7 kips.,(at max axial load,ACI 318-02,Sec.10.3.6.2) where $ = 0.65 (ACI 318-02,Sec.9.322) > Pu [Satisfactory] A9= 192 �n2 A� = 3.52 ��z a=Cb�3� = 11 in(at balanced strain condition,ACI 10.32) �=0.48+83 Et= 0.652 (ACI 318-02,Fig.R9.3.2) where Cp = d£c/(£c+Es) = 13 in £t= 0.002069 Ec= 0.003 d = 22.496 in,(ACI 7 7 1) �3� = 0.85 (ACI 318-02,Sec.10.2.7.3) �M�=0.9 M� = 149 ft-kips�Pn=0,(ACI 318-02,Sec.9.3.2),8� Et,�n=0.004,(ACI 318-02,Sec.10.3.5) � �M�= 194 ft-kips @ P„= 77 kips > Mu [Satisfactory] Pmax = 0.08 (ACI 318-02,Section 10.9) pP�o,� = 0.018 Pmin = 0.01 (ACI 318-02,Section 10.9) [Satisfactory] CHECK SHEAR CAPACITY (ACI 318-02 Sec.11 1 t,11.3.1,&11.5.6.2) �Vn=4�Ns+uc) (ACI 318-02 Sec.11 1 1) > Vu [Satisfactory) where 4� = 0 75 (ACI 318-02 Sec.9.3.2.3) fy = 40 ksi d Ao �0w Vc= 2�fc)�5Ao VS= MIN(d f A„/s,4V�) �Vn x 21.75 174 0.22 191 47.9 50 5.75 138 0.22 15.1 12.7 21 srpa� = 4 (ACI 318-02,Section 10 16.8.5) sProvd = 4 in Smin = 1 (ACI 318-02,Secfion 7 10 4.3) [Satisfactory] � �7 PROJECT : ZEPHYRHILLS PAGE : W1 CLIENT . DTI DESIGN BY : AJM - JOB NO. : 622 DATE : 6�23�20�3 REVIEW BY : AJM Aliowable Stress Design of Masonry Bearing Wall Based on ACI 530-05/IBC 06 - t INPUT DATA�DESIGN SUMMARY P� . SPECIAL INSPECTION(0=N0, 1=YES) 1 Yes e i; s , � �� % TYPE OF MASONRY(1=CMU,2=BRICK) 1 CMU v' �. MZ vz MASONRY STRENGTH fm = 1.5 ksi W= (P�f/ft1 Shear Momeni REBAR YIELD STRESS fy = 60 ksi �� \ � . SERVICE GRAVITY LOAD P = 3115 Ibs/ft \ SERVICE LATERAL LOAD wi = 26.7 plflft � L M, 1 SERVICE PARAPET LOAD w2 = 47 plf/ft i i THICKNESS OF WALL t = 8 in `� PARAPET HEIGHT hP = 7 ft ' _, v� � WALL HEIGHT h = 17 ft wi (plf/ft) ;heor Moment ECCENTRICITY e = 3 in WALL VERT REINF (AeV) 1 # 6 @ 32 in o.c.(at middle) [THE WALL DESIGN IS ADEQUATE.] ANALYSIS REINF AREA AT EACH SIDE AS = 0.17 in2 MODULAR RATIO n = 21 48 EFFECTIVE DEPTH d = 3.82 in REINFORCEMENT RATIO p = 0.0036 WIDTH OF SECTION bW = 12.00 in ALLOWABLE STRESS FACTOR SF = 1 333 EFFECTIVE THICKNESS t� = 7.63 in THE NEUTRAL AXIS DEPTH FACTOR IS MASONRY ELASTICITY MODULUS Em = 1350 ksi k— 2 n+�PYI�2—pn _ �p = 0.32363 STEEL ELASTICITY MODULUS ES = 29000 ksi THE ALLOWABLE STRESS DUE TO FLEXURE IS THE ALLOWABLE REINF STRESS DUE TO FLEXURE IS Fb=(SF��0.33 f m� = sso ps� Fs=�133w„�&s�,,,„,�on,y)(24o00 or 20000�= 32000 psi THE DISTANCE FROM BOTTOM TO M,IS THE GOVERNING MOMENTS AND AXIAL FORCES ARE �h+hp�2 Pe = sa ft M1_ �.052 Pe+�'�hZ—hn� Z = �o�s ft-Ibs/ft S = h+hp— — 2h hw, w,h P,=P+�wall weight) = 4435 Ibs/ft THE GOVERNING SHEAR FORCES ARE W21Z2 �h+h }Zw, Pe _ MZ= 2 p = 1152 ft-Ibsfft V, =�h+hp�w,— 2h + h – 234 Ibs/ft p2=P+�wall weight� = s�22 Ibs/ft V 2=hw i—V 1 = 220 Ibs/ft THE GOVERNING SHEAR STRESS IN MASONRY IS MA�I'�Vl , Vz � V3� V s =h pw2 = 32s Ibs/ft f' _ = 3.59 psi v L teUw - DETERMINE THE REGION FOR FLEXURE AND AXIAL LOAD(MDG Tab 12.2.1, Fig 12.2-12&13,page 12-25). M te � te 1 M 1 Pd � 6d Pd � 2d 3) Pd � 2d 3 C J 1 Wall is in compression and not cracked. 2.Wall is cracked but steel is in compression. 3 Wall is cracked and steel is in tension. REGION 3 APPLICABLE FOR(M1,P1) REGION 3 APPLICABLE FOR(M2,P2) � r� (cont'd) CHECK REGION 1 CAPACITY - Mm = bwte te 5934 ft-Ibs/ft > M� [NOt appliCable) 6 Fb—P 6= 6009 ft-Ibs/ft > MZ [Not applicable] - CHECK REGION 2 CAPACITY te 2P2 1272 ft-Ibs/ft > M1 [Not applicablej Mm - P-- - • 2 3bwFb 1086 ft-Ibs/ft < M2 [Not applicable] CHECK REGION 3 CAPACITY(The moment maybe limited by either the masonry compression or steel tension, MDG page 12-25). Mm=MIN Zb„kdFv�d —k31—P�d—�1 � ASFs�d—�J+P��—�J J J 1387 ft-Ibs/ft > M� [Satisfactory] 1387 ft-Ibs!ft > MZ [Satisfactoryj THE ALLOWABLE SHEAR STRESS IS GIVEN BY F'v=(SF�MI1V( f m , 50� - 51.64 ps� > f„ [Satisfactory] Techincal References: 1 "Masonry Designers'Guide,Third Edition"(MDG-3),The Masonry Society,2001 .(�...� _ �ROJECT : ZEPHYRHILLS PAGE : W2 CLIENT : DTI DESIGN BY : AJM _ JOB NO. : 622 DATE : 6i23i2o�3 REVIEW BY : AJM _ Allowable Stress Design of Masonry Bearing Wall Based on AC1530-05/IBC 06 t _ INPUT DATA 8� DESIGN SUMMARY P� SPECIAL INSPECTION(0=N0, 1=YES) 1 Yes ' � r--- � TYPE OF MASONRY(1=CMU,2=6RICK) 1 CMU � v� Mz . MASONRY STRENGTH fm = 1.5 ksi �2 � w� �p�t/fi) Shear Momeni REBAR YIELD STRESS fy = 60 ksi I\� SERVICE GRAVITY LOAD P = 150 Ibs/ft �� SERVICE LATERAL LOAD w� = 26J plf/ft L M� SERVICE PARAPET LOAD w2 = 47 plf/ft THICKNESS OF WALL t = 8 in i � � PARAPET HEIGHT hp = 7 ft v, / WALL HEIGHT h = 17 ft wi (plf/ft) Shear Momeni ECCENTRICITY e = 3 in WALL VERT. REINF (A$„) 1 # 6 @ 32 in o.c.(at middle) ANALYSIS [THE WALL DESIGN IS ADEQUATE.] REINF.AREA AT EACH SIDE AS = 0 17 in2 MODULAR RATIO n = 21.48 EFFECTIVE DEPTH d = 3.82 in REINFORCEMENT RATIO p = 0.0036 WIDTH OF SECTION bW = 12.00 in ALLOWABLE STRESS FACTOR SF = 1.333 EFFECTIVE THICKNESS t� = 7.63 in THE NEUTRAL AXIS DEPTH FACTOR IS MASONRY ELASTICITY MODULUS Em = 1350 ksi STEEL ELASTICITY MODULUS ES = 29000 ksi k= 2Pn+�pn�2–pn = o.s2sss THE ALLOWABLE STRESS DUE TO FLEXURE IS THE ALLOWABLE REINF.STRESS DUE TO FLEXURE IS Fa—(SF��0.33 f m� - 66Q p$I Fs—�1.33wir�d&se�smic only)(G`TOOO �r 20000�= 32000 psi THE DISTANCE FROM BOTTOM TO M,IS THE GOVERNING MOMENTS AND AXIAL FORCES ARE �h+h p�2 Pe 1.05 �" z S= h+h p— 2h hN,, - 7� ft M�— 2w�h2 LPe+ 2'�h2—hP)1 = 715 ft-Ibs/ft J P, =P+�wall weiglZt� = 1611 Ibs/ft THE GOVERNING SHEAR FORCES ARE �h+h �Z Mz= w2 p = 1152 ft-Ibs/ft V, =�h+h p�w,– 2 h w' +�e = 191 Ibs/ft - p2 =P+�wall weight� _ �s� Ibs/ft � v2 –h'�'�–V 1 = 2s3 tbs/ft � THE GOVERNING SHEAR STRESS IN MASONRY IS V3=hpw2 = 329 ibs/ft �`Y�Vi � V2 , V3� ,f v= L = 3.59 psi teUw DETERMINE THE REGION FOR FLEXURE AND AXIAL LOAD(MDG Tab 12.2.1, Fig 12.2-12&13,page 12-25). kt - M � te M � te _ 1 M ! Pd 6d Pd 2d 3) —> te –1 I Pd (2d 3) � i 1 Wall is in compression and not cracked. 2.Wall is cracked but steel is in compression. 3.Wail is cracked and steel is in tension. REGION 3 APPLICABLE FOR(M1,P1) REGION 3 APPLICABLE FOR(M2,P2) / ` L_ � llt,,.Pj� ��....�.,.,.---"° _ (conYd) CHECK REGION 1 CAPACITY Mm _ bwte te 6233 ft-Ibs/ft > M, [Not applicable] 6 Fb—P 6= 6324 ft-Ibs/ft > Mz [Not applicable] - CHECK REGfON 2 CAPACITY T�z 494 ft-Ibs/ft < M1 [Not appiicable] Mm—r te_ 2r ' 2 3bwFb 237 ft-Ibs/ft < M2 [Notapplicable] CHECK REGION 3 CAPACITY(The moment maybe limited by either the masonry compression or steel tension, MDG page 12-25). M„� =MIN 2 b„k.a'Fb�d—�1—P�d—�l � ASFsI d—k3 1+P�2 k3 J J J � J 1387 ft-Ibs/ft > M� [Satisfactory] 1387 ft-Ibs/ft > MZ [Satisfactory] THE ALLOWABLE SHEAR STRESS IS GIVEN BY F'v=(SF�111IN I f m , S0� = 51.64 psi > f� [Satisfactory] � Techincal References. 1 "Masonry Designers'Guide,Third Edition"(MDG-3),The Masonry Society,2001. �� _ PROJECT : ZEPHYRHILLS PAGE : W1 , CLIENT : DTI DESIGN BY : AJM _ _ JOB NO. : 622 DATE : si23�2o�3 REVIEW BY : AJM Allowable Stress Design of Masonry Bearing Wail Based on ACI 530-05/IBC 06 _ � INPUT DATA� DESIGN SUMMARY P� SPECIAL INSPECTION(0=N0, 1=YES) 1 Yes e , � - TYPE OF MASONRY(1=CMU,2=6RICK) 1 CMU � j v3\ - Mz MASONRY STRENGTH fm = 1.5 ksi j V2 wz (pli/ft) Shear Momeni REBAR YIELD STRESS fy = 60 ksi � �� SERVICE GRAVITY LOAD P = 1675 Ibs/ft � SERVICE LATERAL LOAD w� = 26.7 plf/ft L \ M, �' SERVICE PARAPET LOAD w2 = 84 plf/ft THICKNESS OF WALL t = 8 in �� , � � PARAPET HEIGHT hP = 2 ft v, WALL HEIGHT h = 17 ft w� (plf/ft) Shear Momeni ECCENTRICITY e = 3 in WALL VERT REINF (A8V) 1 # 6 @ 32 in o.c.(at middle) ANALYSIS [THE WALL DESIGN IS ADEQUATE.] REINF AREA AT EACH SIDE AS = 0.17 in2 MODULAR RATIO n = 21 48 EFFECTIVE DEPTH d = 3.82 in REINFORCEMENT RATIO p = 0 0036 WIDTH OF SECTION bW = 12.00 in ALLOWABLE STRESS FACTOR SF = 1 333 EFFECTIVE THICKNESS t� = 7.63 in THE NEUTRALAXIS DEPTH FACTOR IS MASONRY ELASTICITY MODULUS Em = 1350 ksi z STEEL ELASTICITY MODULUS ES = 29000 ksi k= 2Pn+�pn� –pn = o.s2sss THE ALLOWABLE STRESS DUE TO FLEXURE IS THE ALLOWABLE REINF STRESS DUE TO FLEXURE IS Fb =(SF��0.33 fm� = 660 ps� �1A !� Fs—�1.33w�nd&seismrc only)(G`TOv� �r 20000�= 32000 psi THE DISTANCE FROM BOTTOM TO M,IS THE GOVERNING MOMENTS AND AXIAL FORCES ARE �h+h p�2 Pe 1.OS 2 S = h+hp— 2h hwl — 9.3 rt M�= 2w]h2 rPe+�'�h2—hp� _ �2�a ft-Ibs/ft L ] P, =P+(wall weight) = 2515 fbs/ft THE GOVERNING SHEAR FORCES ARE �h+h �Zw1 Pe MZ= w2 p = �se ft-Ibs/ft � V, —�h+h p�w' — 2h +h = 2as Ibs/ft � p2 =P+�wa l l weig ht� _ �sas Ibs/ft ' V z =hw�–V, - 205 tbs/ft THE GOVERNING SHEAR STRESS IN MASONRY IS V3=hpw2 = 168 Ibs/ft �`Y�VI � V z , V3� f„_ L = 2.71 psi teU w DETERMINE THE REGION FOR FLEXURE AND AXIAL LOAD(MDG Tab 12.2.1, Fig 12.2-12&13,page 12-25). M < te M < te 1 11'I te � , Pd 6d pd –(2d 3) —> --- � Pd (2d 3) 1 Wall is in compression and not cracked. 2.Wali is cracked but steel is in compression. 3.Wall is cracked and steel is in tension. REGION 3 APPLICABLE FOR(M1,P1) REGION 1 APPLICABLE FOR(M2,P2) .- -� ' (conYd) CHECK REGION 1 CAPACITY Mm — bWte te 6137 ft-Ibs/ft > M� [NOt applicable] 6 Fb-P6= 6208 ft-Ibs!ft > Mz [Satisfactory] CHECK REGION 2 CAPACITY . Mm _Pte_ 2p z 755 ft-Ibs/ft < M1 [Not applicable] ' 2 3bwFb 564 ft-Ibs/ft > M2 [Not applicabte] CHECK REGION 3 CAPACITY(The moment maybe limited by either the masonry compression or steel tension, MDG page 12-25). Mm=MIN 2b�'Fb�d-�1-P(d-�l � ASFS d-kd1+p te _kd J ` J 3 2 3 C J � � 1387 ft-Ibs/ft > M� [Satisfactory] 1387 ft-Ibs/ft > MZ [Not applicable] THE ALLOWABLE SHEAR STRESS IS GIVEN BY Fv=�SF'�MIN( f m , 50� = 51.64 Ps� > f� [Satisfactory] � Techincaf References: 1."Masonry Designers'Guide,Third Edition"(MDG-3),The Masonry Society,2001. �J PROJECT : ZEPHYRHILLS PAGE : W1 CLIENT : DTI DESIGN BY : AJM . � JOB NO. : 622 DATE : s/23i2o�3 REVIEW BY : AJM Allowable Stress Design of Masonry Bearing Wail Based on AC1530-05/IBC 06 - r INPUT DATA� DESIGN SUMMARY P� ' SPECIAL INSPECTION(0=N0, 1=YES) 1 Yes e � ` TYPE OF MASONRY(1=CMU,2=6RICK) 1 CMU / L � v3 , /�Mz v: MASONRY STRENGTH fm = 1.5 ksi j \ W2 (P��/�t) Shear Moment REBAR YIELD STRESS fy = 60 ksi � �� SERVICE GRAVITY LOAD P = 1625 Ibs/ft \ � SERVICE LATERAL LOAD w� = 26.7 pif/ft � � M, SERVICE PARAPET LOAD wz = 47 plf/ft � THICKNESS OF WALL t = 8 in % � �' PARAPET HEIGHT hP = 7 ft v, / WALL HEIGHT h = 17 ft wi (plf/ft) Shear Momeni ECCENTRICITY e = 3 in WALL VERT REINF (AS„) 1 # 6 @ 32 in o.c.(at middle) [THE WALL DESIGN IS ADEQUATE.] ANALYSIS REINF AREA AT EACH SIDE AS = 0.17 inZ MODULAR RATIO n = 21 48 EFFECTIVE DEPTH d = 3.82 in REINFORCEMENT RATIO p = 0 0036 WIDTH OF SECTION bW = 12.00 in ALLOWABLE STRESS FACTOR SF = 1.333 EFFECTIVE THICKNESS t� = 7.63 in THE NEUTRAL AXIS DEPTH FACTOR IS MASONRY ELASTICITY MODULUS Em = 1350 kSi 2 STEEL ELASTICITY MODULUS ES = 29000 ksi k= 2Pn+�pn� —pn = o.s2sss THE ALLOWABLE STRESS DUE TO FLEXURE IS THE ALLOWABLE REINF STRESS DUE TO FLEXURE IS Fb =�SF��0.33 f� )= s6o pS; ( )(24000 or 20000�= 32000 psi ne Fs= 133Wi�&se�smic only THE DISTANCE FROM BOTTOM TO M,IS THE GOVERNING MOMENTS AND AXIAL FORCES ARE �h+hp�2 Pe 1.05 r w, z z 2 S= h+hp— 2h hN,, = s.o ft M1 = 2x,�h2 LPe+2�h —hp> = 887 ft-Ibs/ft � P,=P+�wall weight� = 3016 Ibs/ft THE GOVERNING SHEAR FORCES ARE �h+h �Zw� Pe M2= w2 p = 1152 ft-Ibs/ft V,=�h+hp�w,— 2h +h = 2�2 Ibs/ft p 2 =P+�w a l l w e i g h t� = z z s 2 I b s/ft V z =hwi—V, - 242 Ibs/ft THE GOVERNING SHEAR STRESS IN MASONRY IS V3 =hpw2 = 329 Ibs/ft �`Y�V> > V2 � V3� f„_ L = 3.59 psi t¢Uw DETERMINE THE REGION FOR FLEXURE AND AXIAL LOAD(MDG Tab 12.2.1, Fig 12.2-12&13,page 12-25). M� te lVl � te 1 M > te 1 Pd 6d Pd (2d 3) -- Pd (2d 3) 1.Wall is in compression and not cracked. 2.Wall is cracked but steel is in compression. 3 Wall is cracked and steel is in tension. REGION 3 APPLICABLE FOR(M1,P1) REGION 3 APPL�CABLE FOR(M2,P2) �� CHECK REGION 1 CAPACITY (conYd) t2 t 6084 ft-Ibs/ft > M� [Not applicable] • Mm= b6 Q Fb-p 6= 61 6 7 ft-I bs/ft > MZ [Not applicable] , CHECK REGION 2 CAPACITY � 7�t 2Pz 895 ft-Ibs/ft > M1 [Not appiicablej Mm -1 e- _ � _ ' 2 3bwFb 675 ft Ibs/ft < M2 [Not applicable] CHECK REGION 3 CAPACITY(The moment maybe limited by either the masonry compression or steel tension, MDG page 12-25). Mm=A�V Zb„ka'Fb(d-�l-P d-�l � ASFS d- kd +p te _kd l ) � J 3 C 2 3 ) � � 1387 ft-Ibs/ft > M� [Satisfactoryj 1387 ft-Ibs/ft > MZ [Satisfactory] THE ALLOWABLE SHEAR STRESS IS GIVEN BY Fv=(SF�MIN( fm , 50) _ � � 51.64 psi > f„ [Satisfactoryj Techincal References: 1 "Masonry Designers'Guide,Third Edition"(MDG-3),The Masonry Society,2001